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• RE: J38801 MiTek USA, Inc. Saparcio 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Dave Golden Homes Project Name: J38801 Lot/Block: TBD Model: Custom SFR Address: Wagon Wheel Lane, TBD Subdivision: TBD City: Ft Pierce State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017frP12014 Design Program: MiTek 20/20 8.3 Wind Code: Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 56 individual, dated Truss Design Drawings and 9 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T18775280 a01 11/27/2019 21 T18775300 c03 11/27/2019 2 T18775281 a02 11/27/2019 22 T18776301 cO4 11/27/2019 3 T18775282 a03 11/27/2019 23 T18775302 c05 11/27/2019 4 T18775283 aO4 11/27/2019 24 T18775303 c06 11/27/2019 5 T18775284 a05 11/27/2019 25 T18775304 c07 11/27/2019 6 T18775285 a06 11/27/2019 26 T18775305 c08g 11/27/2019 7 T18775286 a07a 11/27/2019 27 T18775306 d01g 11/27/2019 8 T18775287 a07b 11/27/2019 28 T18775307 d02 11/27/2019 9 T18775288 a08 11/27/2019 29 T18775308 d03 11/27/2019 10 T18775289 a09 11/27/2019 30 T18775309 d04ge 11/27/2019 11 T18775290 al0 11/27/2019 31 T18775310 e01 11/27/2019 12 T18775291 all 11/27/2019 32 T18775311 e02ge 11/27/2019 13 T18775292 a12 11/27/2019 33 T18775312 mv2 11/27/2019 14 T18775293 al3g 11/27/2019 34 T18775313 mv4 11/27/2019 15 T18775294 b01 11/27/2019 35 T18775314 mv6 11/27/2019 16 T18775295 b02 11/27/2019 36 T18775315 mv8 11/27/2019 17 T18775296 b03 11/27/2019 37 T18775316 mv10 11/27/2019 18 T18775297 b04g 11/27/2019 38 T18775317 mvl2 11/27/2019 19 T18775298 c01g 11/27/2019 39 T18775318 mv14 11/27/2019 20 T18775299 c02 11/27/2019 40 T18775319 mvl6 11/27/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineers Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. 1 of2 �,%%! .jeR rP i F/ -'�i No 2283 T T F 'r wafter P. Rm PE No "839 MRek USN, Inc. R. rert6634 6904 Paden East Olvd. Tampa R 33610 November 27, 2019 Finn, Walter FILE COPY RE: J38801 - Saparcio MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: Dave Golden Homes Project Name: J38801 Lot/Block: TBD Subdivision: TBD Address: Wagon Wheel Lane, TBD City, County: Ft Pierce State: Florida No. Seal# Truss Name Date 41 T18775320 v4 11/27/2019 42 T18775321 v8 11/27/2019 43 T18775322 v12 11/27/2019 44 T18775323 v16 11/27/2019 45 T18775324 v20 11/27/2019 46 T18775325 v24 11/27/2019 47 T18775326 v28 11/27/2019 48 T18775327 zcj1 11/27/2019 49 T18775328 zcj3 11/27/2019 50 T18775329 zcj3t 11/27/2019 51 T18775330 zcj5 11/2712019 52 T18775331 zcj5t 11/27/2019 53 T18775332 zej7 11/27/2019 54 T18775333 zej7t 11/27/2019 55 T18775334 zhj7 11/27/2019 56 T18775335 zhj7t 11/27/2019 2 of 2 Job Truss Truss Typo Oty Ply Sapercio T78775280 J38801 A07 Half Hip 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, TRUSS DESIGNED FOR MWFRS ONLY, PER BUILDING DESIGNER REQUEST. TYPICAL IN THIS JOB. 5.00 12 8.320 a Nov 19 2019 MTek Industries, Inc. Wed 2019 Pagel Scale = 1:59.2 4xB = 1x4 It axe = e 17 7 8 3x4 = 3x4 = 4x4 = 3x4 = 3xe = axis II 9-11-0 79.2-12 284143 34-0-0 9-17-0 I 9JA 7b10 I 7-7-10 l Plate Offsets (X,Y)— 12:0-2-0,0A-61 (6:0-5-0 0-2-e1 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.22 11-13 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.4211-13 -972 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.08 9 Na We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2061b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Exmpt' 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3'Excrapt' 8-9: 2x6 SP No.3 BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied. WEBS 1 Row at midpt 8-9, 5-11, 6-10, 8.10 REACTIONS. (Ilosize) 9=1260/0-8-0, 2=1335/0.8-0 Max Horz 2=494(LC 8) Max Uplift 9=-660(LC 8), 2=661(LC 8) Max Grav 9=1390(LC 13), 2=1405(LC 13) FORCES. (lb)- Max. Comp./Mars.Ten.-All forces 25D(lb) or less except when shown. TOP CHORD 2-3=2865/1186, 3-5=-2594/1043, 5-6=1648n28, &7=1024/510, 7-8=-1024/510, 8-9=-12321698 BOT CHORD 2.13=-1450/2694, 11-13=-1100/2088, 1&11=736/1499 WEBS 3-13=-405/369, 5-13=-148/611, 5-11=7971486. 6-11=2191806, 6-10=698/332, 7-10=452/400, 8-10=-736/1467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=16Omph (3-second gust) Vasd=124mph; TCDL=4.OpsF BCDL-6.Opsf, h-1811; B=45ff; L=34ft; eave=4R; Cat. It: Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate Strip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 par bottom chord live load nonconcu rant with any other live loads. 7) • This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6601b uplift at Joint 9 and 661 to uplift at Joint 2. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheatrock be applied directly to the bottom chord. 0(ER,P.� ��.��i O E No 22839o. *: tas oil It Walter F. Floe PE No22839 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL33610 Date: November 27,2019 ®WARNING-VenydesignparansobrsandREADNOTESONMSANDIMMUDEDMrMKR FERENCEPAGEMIL7173mv.1"W015SEFOREME Design valid for use arty with MROM commoOrs. TMe dealgn Is based only upon paramel shown, and Is far an Individual building componaM not a twos eyetem. Before use. the building designer must worry the apprWbllAy of design parameter. and properly Incorporate ells design Into the Overall building deelgn. Bmcing Indicated is to prevent buckling of individual tress web andlor chord members onto Additional temporary and permanent bracing Is always required for etebildy and to prevent collapse with possible personal Injury and pmpeM damage. For general guldence regarding Me fabdoaeon, Me a. delivery. beechen and breelg oftwssas and Was systems, see ANSI? Pit Quality Cdfede, DS849 and SCSI Building Component Seferylefle. tlon evalleblefmmTwse PlatelnMkUe,21a N.Leb6lreM., 4e312,AIe.andde,VA22314. pq MITek' ggp4 parka East Blvd. Tamp;FL EastB T18775281 Scale =1s9.4 dx4 = 2x4 II 5.00 12 3x4 = 3x4 = 8 7 18 8 9 31 = 3x8 = 3x8 = 3x4 = 3x4 = us = Plate Offsets(XY)— (10:0-2-40-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) gdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.40 14-17 >253 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.34 14-17 >295 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.83 Horz(CT) -0.02 10 n/a rda BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 212 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' 9-10,3-14: 2x6 SP No.3 REACTIONS. (Ib/size) 10=922/0-8-D, 2=288/0-8.0, 14=1386/0-8-0 Max Horz 2=466(LC 8) Max Uplift 10=-480(LC 8), 2=300(LC 8), 14-875(LC 8) Max Grant 10=994(LC 13), 2=288(LC 1), 14=1386(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at ril 9.10, 7-13, 8-10 FORCES. (Ili - Max. Comp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 2.3=-228/266, 6-6=911/379, 6-7-811/409, 7-8=-756/346 BOT CHORD 13.14=-390/536, 11-13=-425/830, 10-11=-297/575 WEBS 5-14=-1081/432,5-13=-53/407,7-11=-257/238,8-11=144/541,8-10=-941/506, 3-14=-400/443 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vesd-124mph; TCDLW.Opsf; BCDL-6.Opsf, hot Sit; B=45ff; L=34tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); parch left exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested. plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-" wide will fit between the bottom chard and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4801b uplift at Joint 10, 300 lb uplift at joint 2 and 875 lb uplM at joint 14. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, .,�p�PV(C E N f No 22839 1 X: S '�OF• ORIQ�; Walter P. Finn PE No22839 MRek USA, Inc. R. Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Dale: November 27,2019 ®WARNING -Vamp design Pvamof ors antl READ NOTES ON THIS AND IMMUDED MITER REFERENCE PAGE 119F74 r3 iw. 10112,2015 BEFORE USE Design valid for use only with Mnelt®connectars. Thb design Is based any upon pamm tiers shown. and is for an Individual burning ng component, not easeas �� a truss system. Before use. the building designer must van the appgcxbdiry of design parameters and property Incorporate this design Into the overall �121, building design. among lndlcetedislo prevent buckling of ndlWduol Was web and/or ohord members only. Additional temporary and permanent bmcing MiTek' Is always required for stability and to pre vent collapse with possible personal Injury and property damage, For general guidance regarding Me fabdcaean, storage, degveryre erection and bmcing ofiruuas truss ss systems, see ANSLTPH Guably Cddq nGael and BCSI Building Component solotylawroartmn avails ale fmm Tmss Plate InMAMe, 21e N. Lea a cod, Su4e 312, Alexandra, VAa2314. 69N Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type pry Ply Sapardo T78775282 J3BB01 A03 Half Hip 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, a 8,320 s Nov 19 2019 MITek 6.00 12 4x4 = 3x4 = Inc. Wed Nov 2714:25:152019 Scale =1:59.4 3x4 = 2x4 11 a 9 3.4 = 3x4 = 3x4 = US = 3x4 = ass = 25-11-12 344A 83B 8-7-10 8-0-12 l &44 1 Plate Offsets (X Y)- [2:0-1-6 D-D-01 [10:D-2-4 D-2-121 LOADING (pat) SPACING- 2-0-0 CSC. DEFL. in (too) 8deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ver(LL) 0.19 14 >999 240 MT20 244119D TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.3514-17 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(CT) 0.09 10 DID Dial BCDL 10.0 Code FBC2017RPI2014 Matrix -AS Weight: 209 Is FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3•Excopt• 9-10: 2x6 SP No.3 REACTIONS. (Ib/size) 10-1260/0-8.0, 2-1335/0-8-0 Max Holz 2=464(LC 8) Max Uplift 10=-653(1_C 8), 2=668(LC 8) Max Grav 10=1338(LC 13), 2=1356(LC 13) BRACING. TOP CHORD Structural wood sheathing directly applied, except end vertloals. BOT CHORD Rigid Calling directly applied. WEBS 1 Row at midpt 9-10, 8-10 FORCES. (Its) -Max. Comp,/Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-2758/1213, 3-5=2505/1083, 5-6-1696/790, 6-7=1536/784, 7-8=1137/532 BOT CHORD 2.14=-1449/2593, 12-14=-1129/2060, 11-12=-678/1329, 10-11=-423/831 WEBS 3-14=-381/338,5-14=-135/531, 5-12-702/457,6.12=-49/367,7-12=-186/363, 7-11=-612/432,8-11=-324/909, 8-10=1371/716 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDLW.Opsf; BCDL=6.Ops1; h=18ft; 8=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Fording. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about us center. 6) This truss has been designed for a 10.0 psf bottom chord live Iliad nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift at joint 10 and 668 to uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. ....... f F/4/ No 22839 � r CC Z i�C• • ••(V�` �I`,��<Cj� ', '��Ccs 0 R l O tt ���• %% .,";III /10NA' 1ST`% Walter P.Ann PE No22839 MITek USA, Inc. FLCert 6634 6904Parka East Bond, Tampa FL 33610 Date: November 27,2019 ® WARNING -Vodlyde.gnpa ornote s and READ NOTES ON THIS AND 111CLUDEOM MI( REFERENCE PAGE MIL7472 rev. 10/TWO15BEFORE USE D..Ign valid far see.rly with MnOk@) connect... This Ue81gn Is based any Upon parameters shown, and Is for an InUINdual Wilding component, net ��®® aWn system. Before use, the buildiing designer must vedry the appllwblllty of design parameters and properly Incorporate this design Into the overall ��Y�• buldingdeslgn. erasingIndicated1.topreventbuckingofintlivlldualtmsswebandlorch.dmembersonly Awitlonaltomporaryand permanent bracing MiTek' I.eIw.y.n.qulretl forStablliry and to prevent collapse with possible personal injury end property damage. For general guidance regarding rue ffolentlon,stores.,tle0veryry erection and bracing of trusses and these systems, see AN51]TPlf Quality Console, DSB49 and SCSI Building Component ovallaCto from Tmxs Plate InMhute, 219 N. tale Street, S fto 312, Aexandda, VA 22314. assist Parka East Blvd.SeferylnrermeUan Tampa, FL 36610 Job Truss Truss Type Oty Ply T78775283 J38801 AN Common 5 7 �Saparcio Jab Reference (optional) Coast Truss. Ft. Pierce, FL- 34946. 8.320 $ Nov 192019 MiTek Industries, Inc. Wed Nov 27 14:25:16 2019 Page 1 ID:XSejz3wEnx913ZDjVujTzPyFOhu-72dRO3u3S W5do2j8DAgpRu0S13LySmOvDSC_JyEyXH -0 6fi-.11--1144 15b715 55-1 I 54i1 5G1 AA-14AM40 44 = 5.00 12 Scale=1:57.8 1$ 3x4 = 5x5 = 3x4 = 3x8 = 3x4 = 5x5 = 3x4 = 84-0 14I 87-- -0-0-0 8.10.0 8-40 Plate Offsets (X,Y)— 12:0-1-6 Edgel f9:0-1-8 Ednel ry0:0-2-8 0.2-121 114:0-2-8 0-2-121 LOADING list) SPACING- 2-0-0 CSI. DEFL. In (too) Vdeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA4 Vert(LL) 0.27 14-20 >367 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,72 Vert(CT) 0.22 14-20 >447 180 BCLL 0.0 Rap Stress Ina YES WE 0.97 Horz(CT) 0.03 9 ive me BCOL 10.0 Cade FBC2017/TPI2014 Matrix -AS Weight: 1661b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. REACTIONS. (Ib/size) 9=879/Mechanlcal, 2=128/0-8-0, 14=1605/0-8-0 Max Holz 2=266(LC 7) Max Uplift 9=-420(LC 8), 2=289(LC 8), 14=-956(LC 8) Max Grav 9=879(LC 1), 2=223(LC 17),14=1605(LC 1) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-120/449, 3-5=-233/679, 5-6=-724/448, 6-7=-724/450, 7-8=1556/788, 8-9=-1767/878 BOT CHORD 2-14=-501/160, 12-14=-66/288, 10-12=406/1084, 9-10=-731/1603 WEBS 3-14=-351/388,5-14=-1392/712,5-12-117/568, 6-12=-87/305, 7-12=-665/450, 7.10=-191/542, 8-10=-355/326 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf,, BCDL=6.Opsf, h=18ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions, It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its Center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4201b uplift at Joint 9, 2891b uplift at Joint 2 and 956 lb uplift at joint 14. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. y�GE N SF .�P �'af i No 22839 :7t Water P.-Rnn PE No.22839, MiTek USA, Inc, FL Ceti 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 27,2019 WARNING -Votlry d dg 1.ha i.l5 and REAO NOTES ON MIS AN" VICLUDEDMITEx REFERENCE PAGE 4aA7473 rev. 1"VZO15 BEFORE LASE. asseas Design valid for use cry with Mfrek®cannewx%. This design is based only upon parameters shown, and is for an intllNdual building component not mu a truss system. Before use the building designer must vent' the applicability of deslgn parameters and properly Incorporate this design Into the overall building design. Bracing indicated la to prevent buckling of Individual truss web and/or chard members ony.Additibnal temporary and permanent bracing MiTOW Is always retailed for dablldy and to prevent collapse with passible personal Injury and property damage. For general guidance regarding me fabdoation,storage, alllvary eredlen and bradng M busses and truss systems, see ANSVTPII Quality Chains, DSB49 and BCS/ Building Component Serety/nf0rmaffon available tram Truss Plate IndeNa, 218 N. Lee Street, Buaa 312. Nexentlne, VA 22314. 6904 Perk. East Blvd. Tempe, FL 36510 'Job Truss Truss Type Cry Ply Saparcio T1B775284 J38801 5 Common 7 1 Jab Reference (optional) East Coast Truss, Ft. Plerce, FL-34946, 4x4 = 8.320 s Nov 19 2019 MITek Industries. Inc. Wed Nov 2714:25:17 2019 Scale=1:57.4 1$ 3x4 = Sx5 = 3x4 = see = 3x4 = See = see = 84-0 17-2-0 26-0-0 344-0 e-10-0 I 8-10.0 Plate ORsets(X,Y)— ry:0-1-6,Edge) (7:0.1-BEdge] (8:0.2-80-2-12) ry2:0-2-80.2-121 LOADING (psf) SPACING- 2-M CSI. DEFL. In (too) Bdsg Ud PLATES GRIP TCLL 20.0 Plate GNP DOL 1.25 TC 0.45 Vert(LL) 0.30 12-15 o,338 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.25 12-15 -408 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Hoa(CT) 0.03 7 Was n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 164 Ib FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 1=5010-8-0, 7.879/Mechanical, 12=1612/0-8-0 Max Hom 1-249(LC 6) Max Uplift 1=177(LC 5), 7=419(LC 8), 12=-966(LC 8) Max Grey 1=144(LC 17), 7=879(LC 1), 12=1612(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1121448.2-3=2291677. 34=.723/447, 4-5=.724/448, 5-6=15567788, 6-7=-1766/878 BOT CHORD 1-12=498/149, 10-12=.66/287, 8-10=406/1083, 7-8=-731/1603 WEBS 2-12=-359/401, 3-12=-1389/706, 3-10=118/568,4-10=-85/305,5-10=-665/450, 5-8=-192/542, 6-8=355/326 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind; ASCE 7-10; Vuh=160mph (3-second gust) Vasd-124mph; TCDL=4.OpsF, BCDL=6.0psC h=1811; B=45ft; L=34h; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about as canter. 5) This truss has been designed for a 10.0 psf bottom chord live load noneoncument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 7) Refer to girder(s) for truss to trues Connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177111 uplift at joint 1, 419111 uplift at joint 7 and 9661b uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied dlrectly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 4P r���i �O .` �. OENg No 22839 rro $ R • i` �O�tcSi on p (` NAnI.110"0 Walter P. Finn PE No.22839 Milek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R. 33610 Ode: November 27,2019 ® WARNING. Venlyneggo parametms andREAD NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE 0e 7472 mv. 10MV2015 BEFORE USE sesses Design valid for use only wah MITed0cunnectors. This design Is based only upon paramours shown, and Is for an IndlAdual bulloing component not � 21 a truss system. Before use, the building designer must vedy the appea llity of design parameters and properly lncoryomte this design Into the overall � buiidingdeeign. Bracing Indicated is to prevent buckling of individual Wes was andlorchod members ony. Addalonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse wdh possible personal Injury and property damage. For general guidance regarding the fabrication, gore gge, delVeryry,efactlon and bomong Mtruges and trues systems, see ANS19PH Duelle, Cdroda, OSS49 and BCS/BuilCing Component 6004 Parke East Blvd. Sorefyremonal nn avanabia from Tmss Pieta InstaNe, 218 N. Lea SWet, auae 312, Alexandda, VA 22314. Tampa, FL Sol Truss Truss Type Oty Ply SaparcioT18775285 P30 807 A06 Common 3 1 Job Reference fcolianell east toast truss, K. Pierce, FL-34946, 8.320 s Nov 192019 MTek Industries, Inc. Wed Nov 2714:25:17 2019 Page 1 I D:XSejz3wEnx913ZDjVujTzPyFOhu-TEBpeOuhDgDTOCH LntB2z6zei5f3BVDY8tclwyEyXG I 11i715 17E22-1 2.68--11 2&2--12 I 8344-0VIM 5-5.6.14 s 4x4 = 44 = 3x4 = 3x4 = 3xa = 3x4 = 3x4 = Scale = 1:57.6 4x4 = 1$ Plate Offsets (X,Y)-- [1:0-1-2,Edge1 [7:0-1-2 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.25 10 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vort(CT) -0.37 8.10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Hoa(CT) 0.12 7 n/a n/a BCDL 10.0 Coda FBC2017rrPI2014 Matdx-AS Weight: 165 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=1270/Mechanical, 7=1270/Mechanical Max Hoe 1=249(LC 7) Max Uplift 1=-613(LC 8), 7=-613(LC 8) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2752/1376, 2-3=-2499/1247,34=1734/958,4-5=-1734/958, 5-6=-2499/1247, 6-7=-2752/1376 BOT CHORD 1-12=1 190/2513,10-12=.866/2019, 8-10=-866/2019, 7.8=.1190/2513 WEBS 4-10=481/1000,5-10=-673/437,5-8=147/503,6-8=-372/336,3-10=-673/437, 3-12=-147/503,2-12=-372/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=18ft; 8=45ft; L=34ft; eave=411; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (direct Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its Center. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 6131b uplift at joint 1 and 6131It uplift at joint 7. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. �JSRFP PF JoS,,i No 22839 10 we S Q P \_� 0-? e'ONAfill m `gip Walter P. Flnn PE No.22839. MITek USA, Inch FL can 66u 69D4 Parke East Blvd. Tampa FL 33610 Date: November27,2019 ®WARNING - VsHfyd elgnpammolma antl READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PACE M14T422 rvv 10MV2015 BEFORE USE Design valid for use only with Mrow0connector.. This design Is based any upon parameters shown, and Is for an Individual bulldIng component, not an �- a tress system. Before use, the building designer must vedffyytha applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated Istoprevent buckling ofindiAdualbmssweb and/or chord members only. Additional temporary and permanerdbracing MOW Is always required for stabllhyand to prevent Collapse with possible personal Injury and property damage. For general guidance regaNing the fabrication,6loraga, dellVely, Section and bracing aftrosses and mi System., see ANS74PI1 Quality Canada, DSB49 and SCSI Building Component 6904 Parka East Blvd. Sarelyleforeadlon available "faradic Plate Institute, 218 N. Lee street, Suh.312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type 0ly Ply Saparcio TiB775286 J311801 A07A Attic 8 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, 8.320 s Nov 192019 MITek Industries, Inc. Wed Nov 27 14:25:19 2019 Pagel ID:XSejz3wEnx913ZD1UujTzPyFOhu.P4R14w tRTBfVRjulDV4msuGL5fLegbB5saeyEyXE 14-2.13 22d-12 aa] I 12.04 11111-s L 1717-Y-D 20.1.3 2 11 27.69 34d0 135.9-0 64i7 sS1a 1-11-1 o-1 29 11.0 z-11.3 o- 1.n-1 Ss13 a67 a Scale-158.2 40 = 5.00 12 29 8 29 ZI$ 18 .. 16 ... "' "' ". "' "' '_ '. 15 13 Us = Us = 1x4 II 74 M = 3x4 = ix4 II 3x4 = 7xe M = 8&7] I S2212 I 2759-9 W7-010.3-8 13 Plate Offsets (X,Y)- 11:0-g-5 0.1-4) 13:0-" Edgej 14:0.5-9 Edge) 18:0.5-9 Edgel 19:0-4-0 Edge) [11:O-9.5 0-1d] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) -0.40 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.69 15-16 >597 180 BCLL 0.0 ' Rep Stress Ina YES We 0.96 HOm(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Attic -0.27 15-16 466 360 Weight: 202 lb FT-0% LUMBER - TOP CHORD 2x6 SP NO.2 *Except* 9-12,1-3:2x4 SP No.1 BOT CHORD 2x6 SP No.2'Ercept' 14-17: 2x6 SP SS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1370/Mechanical, 11=1444/0.8-0 Max Horz 1=-262(LC 6) Max Uplift 1=-548(LC 8), 11=656(LC 8) Meet Grav 1=1498(LC 14). 11=1563(LC 15) BRACING - TOP CHORD Structural woad sheathing directly applied. BOT CHORD Rigid telling directly applied. JOINTS 1 Brace at Jt(s): 19 FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 1-2=-3420/1220, 2-4=-2880/942, 4-5=-2490/932, 5-6=0/309, 6-7=0/310, 7-8=.2489/932, 8-10=-2881/942, 10A l=:-3431/1201 BOT CHORD 1-18=-991/3322, 16-18=.991/3322, 15-16=.588/2614, 13-15=.972/3135, 11IA3=-972/3135 WEBS 8-15=-40/777, 10-15=-855/427,4-16=-42/773, 2-16=-848/448,5-19=.2917/986, 7-19=2917/986 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.0psf; h=18ft; 13 451t; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcufrant with any other live loads. 6)' This truss has been designed fora live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Coiling deed load (5.0 psp on member(s). 4-5, 7-8, 5-19. 7-19 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 9) Refer to girder(s) for truss to truss Connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at Joint 1 and 656 lb uplift at joint 11. 11) Load case(s) 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34. 35. 36, 37, 38, 39, 40, 41, 42, 43 has/have been modified. Building designer must review loads to verity that they are Correct for the Intended use of this truss. 12) MULTIPLE LOADCASES-This design is the Composite result of multiple load cases. 13) User moving load cases exist: Review the load cases for details. 14) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheeuock be applied directly to the bottom chard. Vodrydeagn Paramotors and READ NOTES ON MS AND INCLUDED MITEa REFERENCE PAGE Mt7473r f0.102/2015BEFORE USE use any win Mansell) connedors. This design Is based only upon pammmem shown, and Is for an IndlNdual building ccmponenl, net Before use, the building designer must verify the appllcablliy of design parameters and properly Incorporate this design Into the overall JO,,P�'��R NO 22839 9 - OF Walter R Firm PE No22839 MfTek USA,.Ind: R. Carl 6634 6904 Parka East Blvd. Tampa R.33610 Bata: November27,2019 �i MiTOW 69N Parke East BIW. Tampa, FL 35610 Job Truss Truss Type Dly Ply arcio T1877528fi Tjo J38801 A07A Attic 8 Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8,320 s Nov 192019 MITek Industries, Inc. Wed Nov 27 14:25:19 2019 Page 2 ID:XSejz3wEnx9l3ZDjVujTzPyFOhu-PdIZ14miRTBfVRjuIDVV2X2suGL5fLegbB5saeyEyXE -NOTES- 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 22) 1st User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54(F), 4-5-64(F), 5-6=-54(F), 6-7--54(F), 7-8=-64(F), 8-12=-54(F), 1-16=-20(F), 15-16=-30(F), 11-15=40(F), 5-7-10(F) Concentrated Loads (lb) Vert: 24=-25 25=-25 23) 2nd User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Doneesa=1.25 Uniform Loads (pit) Vert: 1-4-54(F), 4-5=-64(F), 5-6=-54(F), 6-7=44(F), 7-8=-64(F), 8-12=-54(F), 1-16-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 4=-25 26=-25 24) 3rd User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-4=-54(F), 4-5-64(F), 5-6=-54(F), 6-7=44(F), 7-8=64(F), 8-12-54(F), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (lb) Vert: 25=-25 27=-25 25) 4th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (all) Vert: 1-4=54(F), 4-5-64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=54(F), 1-16=-20(F), 15-16=30(F), 11-15=-20(F), 5-7=-1 O(F) Concentrated Loads (Ib) Vert: 26=-25 28=25 26) 5th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54(F), 4-5-64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=-54(F), 1-16=-20(F), 15-16-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 6=-25 27=-25 27) 6th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plp Vert: 1-4=-54(F), 4-5=64(F), 5-6=-54(1c), 6-7=54(F), 7-8=-64(F), 8-12-54(F), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 28=-25 29=25 28) 7th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54(F), 4-5=-64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=54(F), 1-16=-20(F), 15-16=30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (III) Vert: 6=-25 30=25 29) 8th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54(F), 4-5=64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=-54(F), 1-16=-20(F), 15-16=30(1`), 11-15=-20(F), 5-7=-1 O(F) Concentrated Loads (Ib) Vert: 29=-25 31=25 30) 9th User Defined Moving Load - Dead +Roof Live (balanced):. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54(F), 4-5-64(1c), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=54(1`), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (lb) Vert: 30=-25 32=-25 31) 10th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pill Vert: 14=-54(F), 4-5=64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=54(1c), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (lb) Vert: 8=-25 31=-25 32) 11th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54(F), 4-5=-64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=-54(F), 1-16=-20(F), 15-16-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 32=-25 33=-25 33) 12th User Defined Moving Load- Dead +Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54(F), 4-5=-64(F), 5-6=-54(F), 6-7=-54(F), 7-8-64(F), 8-12=-54(F), 1.16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7--10(F) Concentrated Loads (lb) Vert: 17=-25 34-25 34) 131h User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-54(F), 4-5=-64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=54(F), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 16=-25 35=-25 35) 14th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54(F), 4-5=64(F), 5-6=-54(F), 6-7=-54(F), 7.8=-64(F), 8-12=-54(F), 1-16=-20(F), 15-16-30(F), 11-15=-20(F), 5-7=40(F) ®WARNING- Verily design pmenretore end READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE 1111,1472 rev. 1012/105 BEFORE USE Design valid for use any with MITek® connectors. This easel Is based only upon parameters shown, and is for an Ind[Adual bullding component, ncl a lase system. Before use, the building designer must verify the apolcabllTy of design parameters and pmpedy Incorporate this design Into the overall buildingdoalgn. Bracing Indicated Iota prevent buckling oflndNldualtrussweb endlorened members ony. Additlonal temporary and permanent bracing le always reeulred for stabllty and to prevent collapse with possible personal injury and property damage. For general guldonce Regarding Me Norechun, storage, ell eredlen and bracing of W55e6 and trues system, see ANSIMPH Quality Chilli DS849 and SCSI Building Component SerefyinPormerlon swellablo from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, WOW 6904 Parka East Blvd. Tampa, FL 36810 Truss Truss Type Oly Ply Saparcio T18775286 �Job 38801 A07A Atllc 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8,320 s Nov 192019 MITek Industries, Inc. Wed Nov 27 14:25:19 2019 Page 3 ID:XSejz3wEnx913ZDjVujTzPyFOhu-PdIZ14mlRTBfVRIulDVv2X2suGL5fLegbBSsaeyEyXE LOAD CASE(S) Concentrated Loads (Ib) Vert: 34=-25 36=25 36) 15th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-4=-54(F), 4-5=64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=1 1-16=-20(F), 15-16=31)l 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 35=-25 37=-25 37) 16lh User Defined Moving Loatl - Dead+Roof Live (balanced): Lumber Increasecl.25,Plate Increase=1.25 Uniform Loads (pin Vert: 1-4=54(F), 4-5=64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=54(F), 1-16=-21 15-16=30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 36=-25 38=25 38) 17th User Defined Moving Load - Dead +Roof Live (balanced); Lumber Incre o e=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54(F), 4-5=-64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=-54(F), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 37=-25 39=25 39) 18th User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54(F), 4-5=64(F), 5-6=-54(F.), 6-7=-54(F), 7-8=-64(F), 8-12=-54(F), 1.16=-21 15-16-30(F), 11.15=-20(F), 5.7=-10(F) Concentrated Loads (III) Vert: 31 40=-25 40) 191h User Defined Moving Load- Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plp Vert: 1-4=54(F), 4-5=-64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8.12=54(F), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7-1 Concentrated Loads (Ib) Vert: 39=-2541-25 41) 2Dth User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54(F), 4-5=64(F), 5-6=-54(F), 6-7=-54(F), 7-8=-64(F), 8-12=-54(F), 1-16=-20(F), 15-16=30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (Ib) Vert: 40=-25 42=-25 42) 21st User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plp Vert: 1-4=-54(F), 4-5=64(F), 5-6=-54(F), 6-7=-54(F), 7-8=1 8-12=54(F), 1-16=-20(F), 15-16=30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads III) Vert: 15=-25 41=-25 43) 22nd User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (PIP Vert: 1-4=-54(F), 4-5=64(F), 5-6=44(F), 6-7=-54(F), 7-8=-64(F), 8-12=54(F), 1-16=-20(F), 15-16=-30(F), 11-15=-20(F), 5-7=-10(F) Concentrated Loads (III) Vert: 14=-25 42=-25 &WARNING-Vanydexlgn Pencha nand READ NOTES ON TNIS AND INCLUDED MlTEN REFERENCE PAGE M747emv. 10MV2015 BEFORE USE. ea- Design valid for use only With Mreelp connectors. This design Is based Ony upon parameters shown, and Is for an Individual building Component, not ea-' a trues system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn.Brecing indicated le to prevent buckling of Indidual trues web and/or Chad members only, Additional temporary and permanent bmcing MiTek- Isahvaysrequiredfbrstabililyandtopreventcollapsewithpossibla personnel injury and property damage, For general guidance regarding the fabrication, storage, deliveryry erection and bracing oltNsses and tNbs Systems, ae9 ANSBBPlf Duafty Cdfada, DS849 antl BCS1 Building Component Seatyrnformmdn avallzble from Truss Plele Instltute, 218 N. Lae Street, Suite 312, Alexeadde, VA 22314. 6904 Pella East Blvd. Tampa, FL 36810 6.00 12 4x4 = Board-1:58.1 I$ 11111,41111111 sits 3x4 = 3x4 = axe = 3x4 = 3x4 = sits = = &10-14 17-2-0 256-2 34-0-0 8-10-14 832 I 882 I &10.14 Plate Offsets (X Y)— 12:0-1-2 Edgel 19:0-1-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) OdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.25 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.85 Vert(CT) -0.3712-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Hoa(CT) 0.12 9 n/e n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 1671b FT=0 LUMBER - TOP CHORD 2x4 Be No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1269/Mechanical, 2=1344/0-8-0 Max Horz 2=266(LC 7) Max Uplift 9=-611(LC 8), 2=719(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib)-Max. Comp/Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-2735/1348, 3-5=-2486/1225, 5-6=1731/953, 6-7=1730/953, 7-8=-2496/1241, 8-9=-2749/1370 BOT CHORD 2-14=-1160/2495, 12-14=-855/2012, 10-12=-861/2016, 9-10=-1184/2509 WEBS 6-12=-477/998,7-12=-673/437, 7-10=146/503,8-10=-372/336,5-12=-669/430, 5-14=-130/500,3-14=-364/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Wits: 160mph (3-second gust) Vasd=124mph; TCDL=4.OpsY BCDL=6.Opsf, h=1 Sri B=45ft; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances Or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 Ib uplift at Joint 9 and 719 lb uplift at Joint 2. 9) This truss design requires that a minimum of 7/16" structural mod sheathing be applied directly to the lap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. %%oi k ER IP 1 F ""aa A,! ''�. No 22839 -•a11111Ps•- Walter P. Rnn PE No.22839. MITek USA. Inc: FL Cart 6634 6964 Parke East Blvd. Tampa FL33610 Data: November 27,2019 ®WARNING.Vonfyde,lgnparamote and REAONOTESOMMSANDINCLUDEDMITEKREFERENCEPAGEMIF742lmvlO.m2l20f5BEFOREUSE Design valid for use oniywith MRek® connectom. This design Is based only upon parameters shown, and Is for an Individual bulltling component, nth a truss system. Before use, the building designer must verity the applicability of design paremelere and properly Incomplete this design Into the overall bulldIngdesign. Bracing indicated Is toprewnlbuckling orIndMd miss web arbor chord members only. Meekest temporary and permanent placing MiT®k' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storegg. deliveryry erBolen and bracing aftrueses and truss systems. see ANSUTPIf Quality Canada, DSB49 entl Best Building component S 6904 Parke East Blvd. afeWlnfmmad out main Is train Those Plate tnmitute,218 N. Lee street, Suite 312. Nexandrs, VA 22314. Tempe,FL 36610 Job Truss Truss Type any Ply Saparcio T78775288 J38801 ADS Hip 2 1 Job Reference (optional) East Coast Truss, FL Plerce, FL-34946, 8.320 s Nov 192019 MtTek Industries, Ina Wed Nov 27 1425:202019 Page ID:XSejz3wEnx913ZDIjVuTzPyFOhu4psxEGxaWb2HfOwS711bkb64ggsOst_grgP74yEyXD 1740 i+�o 61i I nslo 17 D 17a 2z-sa %2-3 i a4wo SS6 555�0.'d 556 5% 613 o-z4 Scale = 1:59.1 4x4 = 5.00 12 12 4xd 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 4x4 = = 174D Plate Offsets (X Y)- [2:0-1-2 Edae1 [9:0-1-2 Edce) LOADING (pep SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) 0.25 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(CT) -0.3812-14 >999 180 BCLL 0.0 Rep Stress Incr YES W 13 0.70 Horz(CT) 0.12 9 We his BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 167 Us FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1269/1slechanical, 2=1344/0-8-0 Max Horz 2=265(LC 7) Max Uplift 9=611(LC 8), 2=719(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2739/1349, 3-5=-2493/1227, 5-6=1736/953, 6-7-1736/953, 7.8=-2503/1243, 8-9=-2752/1371 BOT CHORD 2-14=-116l/2498, 12-14=-862/2023, 10-12=-867/2D26, 91185/2513 WEBS 3-14=-35MW, 5-14=-126/497,5-12=-665/426, 7-12=-669/434, 7.10=-143/500, 8-10=-366/331, 6-12=-462/979 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCD1_=4.OpsF BCDL=6.Opsf; h=18ft; B=45ft; L=34ft; eave=4ft; Cat. II; Grp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its Center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 Ib uplift at Joint 9 and 719111 uplift at joint 2. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. �,`�PP���H 4P,F/ti GEMS . % F No 22838 :9 A F �Q/ :s ONAI����`�, Walter R Finn PE No.22839 M(Tek USA, Ine. FL Carl 6634 69D4 Parke East Blvd. Tampa FL33610 Date: November 27,2019 AWARNING. Vorhydeslanpwomelare and READ NOTES ON THIS AND INCLUDED NtlTEKREFERENCE➢AGE pe}74Tdmv. 1emv20156EFORE USE Design valid for use onywith Idnek®connectors. This design Is based only upon parameters shown, and Is for an hillvldad bu00ing component, not ��• a tress system. Barons use, the building designer must verly the applicability of design parameters and properly Incorporate this design Into the overall buiidinadeslan. BraningIndicatedistoprovanlbucklingofiraivldualhaveweband/orchartlmembersonly. Additional temporary and permanent bracing M!Tek' 7 Is always accused for stability and topravont collapse win possible personal injury and properly damage. For general guidance reaching the fabdcsllen, sumage,delNery, ereellen and bracing aftNa59e and lNesaystems, see ANSWPI1 Quality Canada, DSB49 and BCSl Building Component 6904 Parke East and. Sofeylnyomartlon mile le rmm Tmss Plate lmlXule, 218 N. Lee SVeet, Sula 312, Alexandda, VA22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Saparcio T18775289 J38601 A09 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.320 s Nov 192019 MTek Industries, Inc. Wed Nov 27 14:25:212019 Page 1 ID:XSejz3wEnx9[3ZDIjVujTzPyFOhu.LODKSmyCH2jwpb6OjG_ByBG94177Pe72VeyfXyEyXC �r1i774-91-.114 .1494-0-0-0 H -0224I 1 1-0-0 I 344-0 4x8 = 4 20 21 4x8 = Scale-1:59.9 13 - 11 'lu n 3x4 = 1A 11 4x4 = 3x4 = axis = 4x4 = 1x4 11 3x4 = 7-0-14 15-0 0 19-0-0 26-6.2 344-0 7-9-14 1 7-2.2 44-0 7-2-2 7-&14 Plate Offsets (X Y)- 14.0-54 0-2-0] p:0.0.10 0.0.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Iec) gde6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.24 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.35 11-13 >999 180 BCLL 0.0 ' Rep Stress Ina YES We 0.29 HOrz(CT) 0.12 7 n/a nto BCDL %0 Code FBC2017/TP12014 Matrix -AS Weight: 169111 FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS, (Ib/size) 7=1269/0-8.0, 2=1344I0-8-0 Max Horz 2=235(LC 7) Max Uplift 7=-611(LC 8), 2=719(1_C 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 3-11.6-10 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-2687/1289, 34=-1945/1014, 4-5=1728/1004, 5.6=1947/1015, 6-7=269811308 BOT CHORD 2-13=-1089/2438, 11-13=1089/2438, 10.11=654/1727, 8-10=110912449, 7-8=-110912449 WEBS 3-13=01325, 3.11=8351481, 4-11=-132/452, 5-10=-136/453. 6-10=-846/502, 6-8=0/325 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Ops1; BCDL=6.OpsF h=1 Bit B=45B; L=34fl; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about Its canter. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads, 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 611111 uplift at joint 7 and 7191b uplift at joint 2. 9) This truss design requires that a minimum of 7/16-structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. SR P ` No 22839 16 (1/ S 0 R1�p 11 /0NAIII III0 Walter P. Ran PE Ne.22839 MTek UKIne; FL Cart Wall 6904 Parke East Blvd. Tampa FL 33610 Date: November 27,2019 ®WARNMO-Vontydaslgnpvamor. and READ NOTES ON Thi AND INCLUDED NITER REFERENCE PAGE 69N473 roe 10MV2015 BEFORE USE Design valor for use only win Mi connectors. This design Is based only upon parameters shown, and Is for an IndMdual burning component, not pi•�,■p� a INas system. Befors use, the building designer must wily the applicability of design parameters and properly Incorporate this design Into the overall f�Y�• buldingdeslgn. Bracing Indicated Is to prevent buckling oflndMdual Was web andlor chord members only.Additional temporary and permanent bracing MITOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance starting me fabrication, damage, solve %election and bating of trusses and muss systems,see ANSI?PH Quality errands, OSS419 and SCSI Building Component Se/eylnblmaDon avails. le from Truss Plate InstKW., 21a N. Lae Street, Sutle 312, Alexendda, VA22314. 6904 Parts East Blvd. Tampa, FL 36310 Job Truss Truss Type Oty Ply T78775290 J38801 AID Hip 1 �Saparcio 1 Jab Reference (optional) East Coast Tress, Ft. Pierce, FL-34946, 8.320 s Nov 19 2019 MRek 44 = 3x4 = 04 = 3 4 21 22 5 Inc. Wed Nov 2714:25:2.22019 Scale=1:58.6 14 .- 12 '" " 11 '" 9 3x4 = 1x4 II 44 = axe = 1x4 II 3x4 = axe = 44 -0-0 411 A -08267-E2-2-2 I -09 Plate Offsets (A.Y)- [1:0-1-6 Edge] 17:0-1-6 Edgel LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) gde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.25 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.4511-12 -919 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Hoa(CT) 0,13 7 We We BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 170 Ib FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1-1269/Mechanical, 7=1344/0-8.0 Max Horz 1-206(LC 6) Max Uplift 1=-611(LC 8), 7=-719(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2--2750/1338, 2-3=-2130/1084, 3-4=1913/1061, 4-5=1912/1059, 5-6=2128/1081, 6-7=-273611315 BOT CHORD 1.14=-1100/2502, 12-14=-1100/2502, 11-12-774/19B9, 9-11=-1076/248B, 7.9=-1076/2488 WEBS 2-14=0/253,2-12=-687/432,3.12=-172/525, 4.12=-267/128, 4-11--269/114, 5-11=-169/523, 6-11=676/408, 6-9=0/252 NOTES. 1)Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Ops1; BCDL=6.Opsh h=18ft; B=45ft; L=3411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pet bottom chard live load nonconwrrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 Ili uplift at joint 1 and 719 Ib uplift at joint 7. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. r� No 22839 � r 9'• OF :w40 IN le Walter P. Finn PE No.M39 MiTek I)SA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: November 27,2019 ® WARNING- Voreydoul Paramotera and READ NOTES ON MIS AND INCLUDED MD£x REFERENCE PAGE WF7473 rev. 1041312015aEFORE USE easee • Design valid for use only with Miranda connectors. This design Is based any upon parameters shown, and Is for an Indlvldual Eullding component, net 18 a truss system. Before use, the building designer must vedthe applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated is to prevent buckling of nd Adual lines web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and propeny damage, For general guidance mgarding the lebtlaetlon, storage. dellveryry erection and bracing of trustee and truss systems, see ANSVTP/iDualiry Crated., DSB49 and BCSI Building Component Sererylnramlmlon le from Two Plate Institute, 218 N. Lee Street, Suae 312, Nexandda, VA 22314. 6904 Parke East Blvd. evalle Tampa, FL 36010 Job s Truss Type 0ty Ply T18775291 J38801 EAI Hip 1 1 �Saparclo Job Reference (optional) a ... I..C'. , rt. 1-ineFue,rL-a4a4o, 4.8 = 1.4 11 5.00 r 3 4 22 23 B.JZU S NOV I B ZUI 9 MI I ex Mc USGIeS,Inc. Wed NOV 2114:25:23 ZU1B 4x8 = 5 Scale-1:50.6 is 1R lz lu 9 1z4 II 3x4 Sea = 3x4 = list II 3x4 = 3x4 = 3x4 3xd = NN5- 1-2I sort to-e 3tcf-0 "-0I .7_: e Plate Offsets (X Y)- 11:0.1-6 Edgel 13:0-640-2-01 15:0.5-0 0-2-01 17:0-1-8 Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) 9deN Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.28 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3B 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.37 Hom(CT) 0.13 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 1711b FT se 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Nd.2 WEBS 2x4 SP ND.3 REACTIONS. (lb/size) 1-1269/Mechanical, 7=1344/0-8-0 Maxi -ford: 1=177(1_C 8) Max Uplift 1=-611(LC 8).7=719(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid calling directly applied. FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=280311359, 2-3=-2302/1165, 3-4=2402/1284, 4-5=2402/1284, 5-6=2298/1158, &7=.2796/1331 BOT CHORD 1-15=-1131/2555, 14-15=-1131/2555, 12-14=-824/2083, 10-12=-818/2080, 9.10=1101/2537, 7-9=.1101/2537 WEBS 2-14=-567/341, 3-14=-76/390,3-12=-196/524,4-12=-367/316,5-12=-203/527, 5-10=-67/389,6-10=.554/314 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf,, h=18ft; B=45fC L=34f1; eave=48; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Forcing. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Contlhlons. It is the responsibility of the fabricator to Increase plate sizes to account for mesa factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live (cads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will 0l between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 Its Uplift at joint 1 and 7191b Uplift at joint 7. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. (8R P R`,``4111111/11/I�/I ask eO OENSFti4'�'�. No 22839 Walter P. Rnn PE No1=9 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R.33810 Date: November 27,2019 ®WARNING- Votlrydealan Pmmelera and READ NOTES ON TMSANDINCLUDED MITEx REFERENCE PAGEMIA7473,o, f0.m3120f6 BEFORE USE sessea --■!' Design valid for use onlywith Mmekm connectom. This design is based only upon parameters shown, and Is loran individual building component, net a truss system. Before use, the building designer must vedf/the applicablldy of design parameters and propedy Inmryorete this design Into the overall ��Y(�`j building design.. Bmcinglndlcetedis to prevent buckling of llndiNdual INS$ web enter chord memcers only. Additional temporary and parmenent housing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, Storage, del%% section and bracing of trusses and trues systems, sea ANSIM11 Quality Cdfada, DSB49 and BCS/ Buffding ComR040af Sefetyrnformatfan avalleble mom Truse Plate Institute, 218 N. Lee Street, Suite 312, Ale usndda, VA22314. 6804 Parke East What. Tampa, FL 36610 Job Truss Truss Type Oly Ply Saparcad T18775292 J38801 Al2 Hip 1 1 Job Reference (optional) test Goael Imes, YC VNIMS, hL-4499b, 4x8 = 5.00 12 3 0.42U a NOV IV ZUIV MII eR In0USIneS, InC. Vvea NOV Zl l9:ZJ:Zo 2U1V 314 = 3x4 = 1.4 II 4x8 = 4 23 524 6 7 Scale=1:58.6 16 is 14 13 12 11 4x4 = 3.4 = 3x4 = 3x4 = 3xe = 3x4 = 3x4 — 44 = P.nz 16515 10.1n.1 95d.11 9-0-0 15-5-15 54-3 &&15 9-0-0 Plate Offsets (R Y)— 11:0-1-2 Edge] 13:0-5-4 0-2-0] 17:0-5-0 0-2-0] LOADING last) SPACING- 240-0 CSI. DEFL, in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) 0.34 13-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.4713-14 >881 180 BCLL 0.0 ' Rep Stress Ina YES WB 0,30 Horz(CT) 0.13 9 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1691b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 1=1269/0-8-0, 9=1344/0.8-0 Max Hom 1=-148(LC 6) Max Uplift 1=-611(LC 8), 9=-719(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid Ceiling directly applied. FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1d) or less except when shown. TOP CHORD 1-2=-2806/1418, 2-3=-2494/1226, 3-4=2837/1473, 4-6=2834/1469, 6-7=2834/1469, 7-8=2467/1213, 8-9=-2788/1388 BOT CHORD 1-18=1193/2573, 14-16=-9212270, 13-14=1216/2B37, 11.13=-910/2263, 9-11=-116012553 WEBS 2.16=-372/297,3.16=-34/378,3-14=-3581781, 4.14=-351/262, 6-13=-306/262, 7-13=-3661784, 7-11 =-I 91376, 8-11=360/273 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.OpsF BCDL=6.0psf; h=1811; B=45ft; L=34ft; eave=4ft; Cal. II; Exp C; Encl., GCpl=0.18; M WFRS III rectional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus of minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 611 Its uplift at joint 1 and 7191b uplift at joint 9. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, ,,S�P` �6 E IV*.. C/��L No 22839 �. S :4U� 'fill �NAIII Walter R Finn PE No.22839. MITek USA, Inc. FL CeR 6634 6904 Parke East Blvd, Tampa FL 33610 Bata: November 27,2019 ®WAR,mk - Vwlyde9gnparamotarsand READ NOTES ON MS AND INCLUBEOMiTERREFERE710EPAGEMLL7479ree 10AL2015 BEFORE ME Design veil= for use only with MIT.Mconnedon. This design Is based only upon parameters shown, and Is for an IndMduat bullEing component, not ��• a Wes system. Before coo,the building dodge¢,mustvedN the applica lllly of design parameters end properlyIncorymatethis design intotheoverall bulfalog design. Bracing Indicated le to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bmclng M!Tek' Is always movies for Mobility and to provent collapse with poselaus personal Injury and property damage. For general guidance regarding the fabticegon,rtorege,dolvmy, erecton and trades Of (passe and truss systems, see ANSUTPIT Dually Criteria, OSB49 and SCSI Building Component Safe(ylnforouds.a 6904 Parka East BNd. avaga le Iran Tpss plate InstaNa, 21e N. Lee 6Veet, Suite 312, Alexandria, VA 291d. Tampa, FL 36510 Job Truss Truss Type 0ty Ply J38801 A13G HIP GIRDER 1 .yL [alparcloT1B775293 ob Reference (optional) �asr a,oasr puss, rl. name, r�-ARa9o, NAILED NAILED Special NAILED 1x4 II NAILED 4.8 = _ _ 50012 NAILED NAILED 3x4- NAILED 3x4 4 24 25 26 5 27 28 296 730 31 O.32U S NOV 19ZU19 MI lex IMUSInes, IRG WeO NOV 2/ 14:ZS.Z62U19 Pagel Em9l3ZDjVuTzPyFOhu-izDCVr7K6bMC7eT3oGr9/h4D5kNodSsCnHjKkyEyX7 27d I 304 2 3d-0-0 11543-0, 6.1-14 e-2-2 I W1_4 1-4-0 l Scale=160.3 NAILED NAILED Special 3x4 = 4x8 = NAILED 32 8 33 34 35 9 Ma r P�M 21; - d 17 18 15 74 13 38 37 38 39 40 41 42 43 44 45 axe = 3x4 = NAILED 5x5 = NAILED 3.8 = NAILED 5x5 = NAILED 3x4 = M _ Special Special NAILED NAILED NAILED NAILED NAILED NAILED b&id 7 -0 4 1541Itl_J C1-1G I L7-L2-0'J I r2-r2�-p2 I C1_re i392I Plate Offsets (X `)- 14:0.540.2-01 19:0-5-0 0-2-0I f14:0.2-8 0-3-41 116:0.2-8 0.3-01 LOADING (pep SPACING. 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.55 15 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.73 15 >565 180 BCLL 0.0 ' Rep Stress [nor NO WE 0.51 Horz(CT) 0.17 11 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 3431b FT-0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 14.16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2745/0.8-0, 11=2744/0-8-0 Max Hom 2=121(LC 23) Max Uplift 2=1393(LC 8), 11=1392(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD Rigid calling directly applied or 7-0.12 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6349/3071, 34=-6219/2999, 4-5=8003/3918, 5-6=8849/4316, 6-8=8849/4316, 8-9=-8000/3915, 9-10=-6217/2998, 10-11=-6347/3070 BOT CHORD 2-17=-2714/5809, 16-17=.2605/5756, 15-16=-3749/8060, 14-15--3745/8056, 13-14=-2604/5754, 11-13=-2713/5807 WEBS 3-17--314/312,4-17=.49/630,4-16=.1281/2653,5-16=-1094/775,5-15=-426/951, 6-15=-630/584,8.15=.429/956, 8-14=1093/774,9-14=-1279/2650,9-13=-49/630, 10-13=-315/312 NOTES. 1) 2-ply truss to be Connected together with 10d (0.131"xT) nails as follows: Top chords Connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords Connected as follows: 2x4 -1 row at 0-9-0 cc. Webs Connected as follows: 2x4 - 1 row, at 0-9-0 cc. 2) All loads are Considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Ops1; h=18ft; B=45fl; L=34ft; eave=4ft; Cal. II; Exp C; Encl., GCpl=0.18; MWFR$ (directional); Lumber DOL=1.60 plate grip DOL-1.60 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It IS the responsibility of the fabricator to Increase plate sizes to amount for these factors. 7) Plates checked for a plus or minus 0 degree rotation about Its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) ' This truss has been designed for a live load of 20.Dpsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1393 lb uplift at joint 2 and 1392 Ib uplift at joint 11. 11) "NAILED" indicates 3-10d (0.14MY) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 208 to dawn and 331 Ib up at 7-D-0, and 208 Ito down and 331 Ib up at 27-4-0 on top chord, and 362 Ib down and 113 Ito up at 7-0-0, and 362 lb down and 113 lb ® WARNING - V.dtydoslgn ;.stole antl READ NOTES ON MS ANOINCLUOED MITER REFERENCE PAGEOPM2 mx. 10MV2016 BEFORE USE �%%% qBR P. 4F �Oi . �. GNS E:t'��. No 2283Ir -0o All TF OF : W41: "6SS/0NA� ,� `ko Walter P. Rnn PE Na22839 MRek USA. Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: November 27,2019 MiTek' 6904 Parke East SIAJ. Tempe, FL 3e910 Job Truss Truss Type MY Ply Saparclo T78775293 J38801 13G HIP GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.320s Nov 192019MITek IMustne5, Ind. Wea Nov Zf14:Zb2b ZU19 rageZ ID:XSejz3wEnz9l3ZDjVuj7zPyFOhu4zDCVr7K6bMC7aT3oGreRr4D5kNodSsCnHjKkyEyX7 LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-9=54, 9-12=54. 18-21-20 Concentrated! Loads (Ib) Vert: 4=-161(F) 9=161(F) W-362(F) 13=-362(F) 25=-115(F) 26=115(F) 27=-115(F) 28=-115(F) 29-115(F) 30=11Sip) 31=-115(F) 32-115(F) 33=115(F) 34=-115(F) 36=61(F) 37=61(F) 38=-61(F) 39=-61(F) 40=61(F) 41=61(F) 42=61(F) 43=61(F) 44=-61(F) 45=-61(F) ®WARRINO- Ventydmu,nparamer. and READ NOTES ON WS AND INCLUDED A TEK REFERENCE PAGE A%7473rev. 10TVZOI5 BEFORE USE Design valid for use only wall Welds connector. This design is based only upon parameters shown, and Is for an IWMdual belong component net . Was system. Bar..use, the building designer must verify the epp9brbiny of design parameters and properly ine.pande this design into the ...It bulldingdeeign. Bracing Indicated lets prevent buckling of ladWoual tress web andlor choM members any, Additlonal temporary and permanent trading p, p1/ 1y1(Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the f.ecetlon,storage. delNery,eradon and trading of bueeee and truss systems. see ANSVTPII Ouollry Crkew, DSB49 and SCSI Tamers Component Sol Puke Best 814. SairmylnMrmeUdn ev.Mble tram Tms. Plate InWW..218 N. Lee Street Suh.31Z Aleaandda, VA=14. Tampa, FL 38810 Jab Trues Truss Type Dry Ply Saparcio T18775294 J38801 801 Hip 1 1 Jab Reference (opticnen test Goast buss, Ft. Planes, FL-34945, -1.Lr1. 'Jut :L'l.'l 0.!11n Nov 19 2019 MiTek Industries. Inc. Wed Nov 27 14:Z5:27 2019 8w1e=1.81.3 3x4 = 4x8 726 27 9 19 "' 15 14 12 5x5 5x5 3x4 = 3x4 = 4x8 3x4 = 4.4 = 1.4 3x4 5.00 125x14 M188HS 2-0.0 3-]-3 13 71.p.1A 14613 1&212.-0 F2140 27-9-2 p.3i 4-0.0 n.n 12 1a.3 I A.4-1s 1- s.2.0fl.Add Plate Offsets (X,Y)- [6:0-5-0,0-2-0l, [8:0-5-4,0-2-01 [15:0-3-0,0-1-81 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (too) Vdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) 0.41 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7217-18 >576 18D M18SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(CT) 0.21 10 role ri BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1911b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 16-18: 2x4 SP No.1 WEBS 2x4 SP ND.3 REACTIONS. (lb/size) 2=1342/0-8-0, 10=1342/0-8-0 Max Harz 2=-209(LC 6) Max Uplift 2=-716(LC 8), 10=716(11LC 8) BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp lMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2874/1336, 3-0=-4877/2144, 4-5=484B/2236, 5-6=2406/1179, 6-7=2195/1177, 7-8=-2006/1111,8-9=2118/1080,9-10=2736/1306 BOT CHORD 2-19=-1138/2626, 18-19=113D/2652, 17.18--1237/2837, 16.17-784/2184, 16-1 6=-B 17/2132, 14-15=-707/1900, 12-14=-1068/2487. 10-12=-106812487 WEBS 3-19=-1055/418, 3.18=-802/2030, 5-18=-75811914, 5.17=796/526, 6-17=147/756, 7-16=-224/651,7.15=-8151405,8-15=87/302,8-14=.92/434, 9-14=.698/400, 9-12=01271 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.0psU,, BCDL=6,Opsh h=18ft; B=45ft; L=34f; eave=4tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending. 4) As requested. plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) a This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, 9) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 7161b uplift at joint 2 and 7161b uplift at joint 10. 10) This truss design requires that a minimum of 7/16" sbucturelwood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord, sa%1VISR P. I No 22839 Zrt Walter P. Rnn PE No.22839 MITek USA, Inc. FL-0erl 6634 6904 Parke East Blvd Tampa R.33610 Date: November 27,2019 ®WARNING -Vevey, tleslgn parameters antl READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MF7472 rev. 10.mW0f5BEFOREUSE Design valid fdruse.m vwtb Mrrek®connecbom. Thledeign Is based only upon parameters shown, and Is for an Individual building component, net ��• a truss system. Before use, Na bueding designer must verify the applintionly of design parameters and property Incorporate this design Into the overall bulldingdealgn. Bracing lndicabetl le to pravevd buckgng of lndMdual been web end/or chord members only. Metered temporary and permanent binding MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding Ne Iabrtwlion,storage, dellm%,aredlas and brading 0 loosen and Was systems, see ANSIrtPIf Quality Clanton, DSBA9 and SCSI Building component Saforylnfdrmeten ovally le from Truas Plate Institute.218 N. Lee SUeel, Suite e12,Alexandra, VA22314. 6904 Parke East am, Tempe, FL 361110 Job Truss Truss Type Ory Ply Saparcio T78775295 J38BOl 802 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8,320 s Nov 192019 MTek Industries, Inc. Wed Nov 27 14:25:28 2019 Page 1 ID:XSejz3wEnx9l3ZD1VujTzPyFOhu-eMLzw91 bdCmEudSwhudwGwNuuPjGDI9f5mgPdyEyx5 r1-40I 2-0.0 &]-3 17-0.0 144Y73 11a-z-(1 z3-0-0 ze-62 MM �1-0-0 2-0-0 1-7J 7-4-13 34L73 1-7-3 ]-21 52.2 1114 Sole-1:61.3 4x8 = 3x4 = 4x8 = 5 625 28 7 1a 4x4 = 14 13 11 Sx5 = Sx5 3x4 =B112 5x8 M18SHS ¢ 4x8 3x4 3x4 = 1x4 I 3x4 = 2 112-0I i 2 1 6-03 7-3 58 2§01 2T"N T0 31 2-03d-0-0 S-114 Plate Offsets (x,Y)— (5:0-540-2-07 p:0-6-4 0-2-0] 114:0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) gdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.42 1647 >987 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.6316-17 >654 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina YES WE 0.84 Holz(CT) 0.24 9 Na n/a BCOL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 1801b FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 15-17: 2x4 SP No.1 WEBS 21 SO No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-16 REACTIONS, (Ib/si2e) 2=1342/0-8-0, 9=1342/0-8-0 Max Hom 2=-179(LC 6) Max Uplift 2=716(LC 8), 9=716(LC 8) FORCES. (Ib) -Mal CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2840/1293, 3-4=-4975/2309, 4-5=2708/1291, 5-6=2663/1375, B-7=2394/1278, 7-8=-2304/1152, B-9=-2788/1324 BOT CHORD 2-18=-108212574, 17-18=-1077/2595, 16-17=2027/4466, 15A 6=-9B4/2465, 14-15=-1043/2536,13-14=-815/2089, 11-13=-109412528, 9-11 =-I 094/2526 WEBS 3.18=-948/371, 3-17=-1047/2201,4-17=-209/858,4-16=-2049/1074, 5-16=44/503, 5-15=161/427. 6-15=-286/747, 6-14=1022/560, 7-14=190/500, 7-13=501419, 8-13=539/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=34ft; Gave=4lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10,0 pat bottom chord live load nonconcument with any other live loads. 8) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 2 and 716 lb uplift at joint 9. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. o*'*�IiER P. r No 22839 R� -aa/111111"- Walter P. Rnn PE No.22839 MITek USA, Inc FL Get 6634 6904 Parke East Blvd Tampa FL 33610 Date: November 27,2019 ®WARNING-Verhydesignparenrel.,radREADNOTESON❑tlSANDINCLUDEDMITERREFERENCEPAGEAe}T17]m.f0..VW015SUOREUSE Design valid far use Only with Mfrek® connectors. Thla daalgn Is based only upon parameters shown, and is for an Indidual building component net a truss System. Before use, the building designer must verify the applicability of design parameters and vapory Incorporeal MIS design Into the overall bulldingdeelgn. Bracing Indicated IS to prevent buckling of Individual truss web andlor chord members only. Additlenal temporary and permanent bracing MOW Is always required for Mobility and to prevent collapse with possible personal injury and property damage. For generel guidance regarding Me frtalca0aq Storage, dellvery. creation and beeng ofWsses and truss Systems. see ANSIRPH Quality Cdleda, DSB49 and SCSI Building Component 6904 Parke East Blvd. Sadly Information evele Ie Must This, Plate lnstavte,218 N.Lee Elect. Suds 312. Alexandria, VA 22314. Tampa. Fill. 36510 Job Trues Truss Type pty Ply Separci0 T18776296 J38801 B03 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.320 s Nov 192019 MITek Industries. Inc. Wed Nov 2714:25:292019 Scale a 1:81.3 5.00 12 4x8 = 1.4 II 3.4 = 4x4 = 3x4 5 6 726 27 B 9 d 2 1a 04 cc a 13 3x4 = 5x5 5x10 5.00 12 Sx8 M18SMS = 4x4 = 04 = 3xe = 1 2A-0 12 { 0.0.0 1 144->13 116.2.0 1 25-40 I 34-0 O 2121 1-7-3 5-4-13 5-6-13 1-7-3 9-2-0 9-0.0 Plate Offsets (X,Y)- 15:0-5-4,0.2-01 I16:0-2-12 0-2-121 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (too) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.46 16 >903 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.6613-15 >620 180 M188HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1771b FT-0% LUMBER. TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2•Except• 16-18: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid calling directly applied. REACTIONS. (Ib/slze) 2=1342/0-8-0, 11=1342/0-8-0 Max Harz 2=-150(LC 6) Max Uplift 2=-716(LC 8), 11=-716(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.286511312, 3-4=4863/2246, 4-5=2998/1427, 6-6=3402/1706, 6-7=3393/1698, 7-8=-2888/1469,8-9=-2283/1157,9-10=-2492/1194, 10.11=-279211379 BOTCHORD 2-19=.1110/2604, 18-19=-1107/2622,17-18=-1933/4346, 16-17=-1122/2758, 15-16=-1295/3059, 13-15=1189/2736, 11-13=-1154/2555 WEBS 3-19=-955/422,3-18=-942/2049,4-18=-2631841, 4-17-16311827, 5-17=-861482, 5-16=-375/858, 7-16=514/1127, 7-15=1139/580,8-15=50/266, 8-13=.676/380, 9-13=-245/711, 10.13=3571287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.OpsF BCDL=6.0psf; h=18ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water flanging. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise Indicated. 6) Plates checked for a plus or minus 0 degree rotation about Its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nenconcurrant with any other live loads. 8) • This truss has been designed for a live load of 20,0psf On the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7161b uplift at Joint 2 and 716111 uplift at joint 11. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 1/2' gypsum sheetrock be applied directly to the bottom chord. �1�S,\P� (EFi FP f . 46. aw No 22839 Q WO Walter P. Finn PE No.22839 MITek USA, Inc. FL-0art 6634 6904 Parke East BNd. Tampa FL 33610 0818: November 27,2019 ®WARNING -Venrydusign Paremofors and READ NOTES ON THIS AND INCLODEOmin:x REFERENCE PAGE UP7473 na, 10.D110f5 BEFORE ME Design valld for use anlywlP MireWconnectors. This design Is based only upon parameter shown, and is for an Individual butting component, not a trues system. Before use, the building designer must verify the appllwallity of design parameters and properly Incorporate this design Into 0e overall bulldingdesign. Bmcing Indicated Is to pmverd buckling of lndiOduat truss web and/or chord members only. Addltlonaltemporey and permanent bracing MiTek' Is always requlredfor stability and to prevent collapse with posslNe personal Injury and property damage. For general guldance regarding the fabdaatim. storage, delNoryry creation and bracng Ixtru950e and Was systems. sea ANSImPil Quality enfed9, OSB-a9 and SCSI Building component 69U Parke East Blvd. Sefery/nformaflon meals llefr�m Truss Plate IostxNe,218N.LeaSVee.Sude312,Alexandda,VA22314. Tampa, FL 36610 Job Truss Truss Type Oly Ply Saparcia T78775297 J38801 B04G HIP GIRDER 1 2 Job Reference (optional) cmwuex noes, rL name, rL-.ne9o, BaLu s Nov lB Lulu MueK lfqusmes, Inc. wed Nov Ln4:Lo:J1 Zulu rage IDXSejz3wEnx91320Nu;TzpyFOhu-2xl5YB3Tw7_U5LM1bpRKY2YU?60YTmVbM27U4xyEyX2 r1-0-0 2-0.0 1 }7-3 7-0.0 17-7-0 162-0 12:114 21 12 27d0 3D 6.2 34d0 �1-4-0 210 1-7-3 3d13 47-0 118-S-0 1 1 1 I I 1 47-0 }94 }7-8 3-9d 3-2-2 3-9-14 1d01 Scale = 1:81.3 NAILED NAILED Special NAILED NAILED NAILED NAILED 3x8 = NAILED Spacial 4,8 = NAILED 1.4 II 4x4 = 4x4 = ix4 II 4x8 = 500 12 NAILED NAILED 5 31 32 336 34 35 735 37 8 9 38 10 39 40 11 41 42" 43 44 24 Sx10MIBSHS zc 4x4 = NAILED 3x8 = NAILED 19 45 4018 47 171e 48 15 3x8 = 500 12 Spacial NAILED NAILED 3x4 II 7x8 = 4x4 = 3x4 = 4x8M185HIS = 5x10 M189HS = Special NAILED NAILED NAILED 3x8 =NAILED NAILED NAILED 3x8 = I 3:H }] 3 7-oe 1118-2-0 19-11-0 23&12 27d0 3F 2 34d0 I, I I -7-D I I I I I I I Plate Offsets (X,Y)- 15:0-5.4 0.2-0] [8:0-2-0Edge] ry 1:0-5-40-2-0I f18:0.}8 Edge] j20:0-7-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ico) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) 0.81 213-21 >508 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.04 20-21 >395 180 M18SHS 244/190 BCLL 0.0 Rep Stress ]net NO WE 0.90 Hom(CT) 029 13 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MS Weight: 3651b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 20-23: 2x4 SP 285OF 1.8E, 16-19: 2x4 SP No.1 WEBS 2x4 SP No.3 •Except• 18-20: 2x4 SP No.2 REACTIONS. (Ib/size) 2-2788/0-8-0, 13=2755/0-8-0 Max Horz 2=121(LC 23) Max Uplift 2=1502(LC 8), 13=1440(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-7 cc purlins. BOT CHORD Rigid ceiling directly applied or 0.8-5 oc bracing. FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-6374/3223, 3-4=-11021/5586, 4-5=-B11914176, 5-6=10228/5319, 6-7=10228/5319, 7-9=-11496/5915,9-10=7555/3859, 10-11=-7555/3859, 11-12=-6231/3113, 12-13=-6376/3194 BOT CHORD 2-24=-2862/5813, 23-24=-2866/5840, 22-23=4910/9864, 21-22=-3725/7570, 20-21=-5849/11787,7-20=0/314, 18-19=-547/1121, 17-18=-4184/8576, 15-17=-2708/5762, 13.15=2827/5836 WEBS 3.24=219411121, 3-23=2381/4730, 4-23=812/1771. 422=-2460/1262, 5-22=513/1249, 5-21=154813030, 6-21=-651/523, 7-21-1770/821, 18-20=-3714/7613, 9-20=1782/3422, 948=1405/888, 9.17=-1345/692, 10.17=400/382, 11-17=1196/2316, 11-15=62/603, 12-15=-3161306 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3l nails as follows: Top chords connected as follows: 2x4 - 1 row, at 0.7-0 cc. Bottom chords Connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0.9-0 cc. 2) All loads are considered equally applied to all plies, except II noted as front (F) or beck IS) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been consideretl for this design. 4) Wnd: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124ni TCDL-4.Opsf; BCDL=6.0psF, h=18ft: B=4511; L=34111; eave-4ft; Cat. II; Exp C; Encl.. GCpi=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors, 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its Center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 10) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ISR P. Rjti • VV F No 22839 :ct p '. O F u/ O�F 0 R /ONAI `lad%%% Walter P. Rnn PE N6,22839 MITek USA.Inc: FL Ced 6634 6904 Parke East Blvd. Tampa A.33610 Date: November 27,2019 ® WARNING -Voriryde9Dn panmatwn and READ NOTES ON7NISAND INCLUD£DA9TEK REFERENCEPACE M A7473 wn.IOMV2015BUORE USE Design vatld for use any with MneM connectors. The design is based any upon paremetere shown, and is for an IndiNdual building component, not � a Vu46 system. Before use, the building designer must verify the appliwbllly, of design parameters and property Incorporate this tlesign Into the overall bulldingdesign. Bracing Indicated is to prevent buckling of lndiOdual truss web and/or chord member. say, Additional temporary and permanent bracing MOW Is always required for.tablllty and to prevent collapse with possible personal mary and property damage. For general guidance regarding the fabbaatien, storage, deliveryry, erection and bracing of0ee.ea and trues systems, see ANSIlleff Qualm, Conerio, DS849 and SCSI Building Component Sefeyhora meflun avata lefrom Truss Plate Institue,218 N.Lee Street, Sold 312,Menndda, VA22314. 6904 Parke East BW. Tampa, FL 36610 Job rvss Truss Type Dry Ply Saparcio T18775297 J38801 804G HIP GIRDER 1 6S L Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, B.320 s Nov 19 ZU19 MIT6x Industries, Inc, WeO NOV Z/ 14:ZO:d[ ZUIV rage z ID:XSejz3wEnx9l3ZDjVujTZPyFOhu-X7bUIX45hRGLNxD9XyZ4G53rVInCDllaik2YOyEyX1 FOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15021b uplift at Joint 2 and 1440 lb uplift at faint 13. 12) "NAILED" indicates 3.1Od (0.148"x3") or3-12d (0.148"x3.251 toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 207 He down and 263 Ib up at 7-0-0, and 208 Its down and 331 Its up at 27-4-0 on top chord, and 416 Ib dawn and 2051b up at 7.0-0. and 362 Ib down and 113 lb up at 27-3-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Ungonn Loads (I Vert: 1-5=54, 5-11=54, 11-14=-54, 24-25=-20, 23-24-20, 20-23-20, 19-28-20 Concentrated Loads (lb) Vert: 5=-162(8) 8=1I S(B)11=-161IS) 7=-115(8) 22=-416(B) 20-61(8) 10=-115(B) 17=-61(B) 15=362(B) 32=162(B) 33=162(B) 34=162(B) 35=-162(B) 37=-11 SE) 38=-115(S) 39=-11SIB) 41=-13(B) 42=-13(13) 43=13(13) 44=-13(B) 45=-61(B) 46=-61(B) 47=61(B) 48-61(B) ®WARMNO- Vairy Eesil ParamWursantl READNOTES ON TMSANDINCLOOEDMOEKREPERENCEPAGEM0.74731oe f0TV2015BEFOREUSE Design velli for use onlywdh MlTektacom ectora Thb design Is based any upon parameters shown, and Is fur en edlNdual building component, AM a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate Ihis design Into the overall building design, Bracing Indicated is to prevent busidng of individual trues web anchor chord members any. Montana? tamporeryend permanent bracing MiT®k' Is always required for stabilgy and to prevanl collapse with possible personal Injuryend property damage. For general guidance regarding the fabrication, storage, doh erection and basing creation, and Was systems, see ANSVTFHDuallry Camara, DSB419 and BCSI Building Component Saferylnformatlon Is horn Truss Plate brands, 21B N. Lee Basel, Suite 312, Nesendda, VA 22314. 6904 Pai East Blvd. madee Tampa, FL 31610 Job Truss Truss Type City Ply Saparcio T1877529B J38501 C01G COMMON GIRDER 1 Jab Reference (optional) East Coast Truss, FL. Pierce, FL-34946, Axe II 8,320 s Nov 192019 MiTek Industries. Inc. Wed Nov 2714:25:33 2019 Style =1:52.8 ]$ 4XBM18SHS = HUS26 6x6 = HUS26 HUS26 7x10M18SHS = 8xB = HUS26 7x10M16SHS = HUS26 6x6 = HU52e 4x8M18SHS = HUS26 HUS28 HUS26 HUS26 HUS26 HUS20 HUS26 HUS26 5-&14 11A6-7 15-2-0 18-9-9 24102 30-0-0 5-614 6-0.9 3-7-9 3-7-9 i 6-A 5-5-14 Plate Offsets(XY)— [1:0-2-130-D-12119:0-2-130-0-12] [10:0-3-00-4-8] [11:0-4-60-4-B] [13:0-4-80.4-81 114:0-3-00-4-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (too) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Verl(LL) 0.52 13-14 >704 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0,85 VerICT) -0.7210-11 >506 180 M18SHS 2441190 BOLL 0.0 ' Rep Stress Incr YES WE 0.85 Horz(CT) 0.18 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 5661b FT=0% LUMBER - TOP CHORD 2x4 SP No.i BOT CHORD 20 SP SS WEBS 20 SP No.3 -Except' 5-12:.2x4 SP ND.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 on; purlins. BOTCHORD Rigid ceiling directly applied or 9-10-2 oc bracing. REACTIONS. (lb/size) 1=11161/0-B-0,9=11037/0-8-0 Max Horz 1=212(LC 24) Max Uplift 1=-5176(LC 8), 9=4969(LC 8) FORCES. (Ib) - Max. Camp./Max, Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-25277/11606, 2-3=-25144/11559, 3-4=-19294tB574, 4-5=-15171/6745, 5-6=-15171/6745,6-7=-19359/8485,7-8=-25091/11125,8-9=-25212/11170 BOT CHORD 1-14=-10672/23341, 13-14=8915/20038, 12-13-7478/17311, 11-12=-7405/17362, 10-11=-8707/20059, 9-10=10266/23273 WEBS 5-12=-4973/11341,6-12=-555212450, 6A 1=-2482/5940, 7-11=-3157/1566, 7-10=-2384/5184,4-12=-5467/2569,4-13=-2611/5828, 3.13=3210/1743, 3.14=-2707/5297 NOTES- 1) 3-ply truss to be Connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 Co. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 Do. Webs connected as follows: 2x4 - 1 row at D-9-0 Do. 2) All toads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wnd: ASCE 7-10; VuIt=160mph (3-secend gust) Vasd=124mph; TCDL=4.Ops1; BCDL-B.Opsf; h=18ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 6) All plates ere MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about Its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51761b uplift at Joint 1 and 4969 lb uplift at joint 9. 11) Use Simpson Strong -Tie HUS26 (14.1 Od Girder, 4.1 Od Truss) or equivalent spaced at 2-D-0 oc max. starting at 1-D-12 from the left end to 29-0-12 to Connect trusses) to front face of bottom chord. 12) Fill all nail holes where hanger Is In Contact with lumber. Date: No 22839 November 27,2019 ® WARNING -Vanlxdoeli l' anmlarrand READ NOTES ON MIS AND INCLUDF81INrEK REFERENCE PAGE AN-7473rov. 10.N2/20158EFORE USE: Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an IndMduel building component, not �p�r�• aims. Yet... Bar.. use the building dasias, must vary the applicability of design parameters and prepary Incorporate this design into 0e overall buildingdesign. Bracing Indicated Is to prevent buckling of individual truss web ureter chord members only. Additlonal temporary, and permanent bracing pI1 MOW Is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding rue fabhtheistorage, delNery, erection and bracing of trusses and truss systems, see ANSPI Quality Canada, DS849 and BCS1 Building Component 69W Perk. Eae1 BIW. Safety information available from Truss Plate InsiXWe, 218 N. Lee Street, Sub, 312, Aexandda, VA 22314. Tampa, FL 36610 Jab Truss Truss Type Oty Ply Saparcio ' T18775298 J38801 C01G COMMON GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.320 s Nov 19 2019 MITek Industries, Inc. Wed Nov 2714:25:33 2019 Page 2 ID:XSeIz3wEnx9l3ZDIVujTzPyFOhu-0JBsztSkSkECLf VigEUodTdFBv6sxhlupMUb4gyEyXO LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform loads (ply Vert: 1-5=-54, 5-9=-54, 1-9=20 Concentrated Loads (Ib) Vert: 13=-1382(F) 12=-1382(F) 11=-1382(F) 10=-1250(F) 16=-1249(F) 18=-1250(F)19=-1249(F)20=-1324(F)21-1324(F)22=-1382(F)23=-1382(F)24=-1382(F) 25=-1382(F)26=-1382(F) 27=-1250(F) ®WARNING -Ven/y design Paranwtars sail NOTES ON TIUSANOINCLUDEOMITEK REFERENCE PAGE Wo7473 roe 10MV2016 BEFORE USE. ' Design valid for use only with Mi connectors. This design Is based onlyupon parameters shown, and is for an Individual building component, not a truss system. Before use the bullong designer must vedy the applicabllily of design parameters and properly Incorporate this design Into the overall bulliingdesign. Bracing Indicated is to prevent buckling of lndMEual Was web and/or chord members only, Add3io I temporary and permanent bracing MITOW Is always required for stability and to prevent collapse with possible personal Injury and pmpedy, damage. For genenl guidance regarding the fabrication, storage, dalNeryry erection and broong of trusses and pass systems, see ANSUTP/f quality Cdtoda, DSB49 entl SCSI Building Component Seterylnyarmetlon fmm Truss Plate Inmhme, 219 N. Lee Street, Suite 312, Alexandda, VA22314. 6904 Parke East and. avagabla Tempe, FL Salto Job Truss Truss Type City Ply Saparcio T78775299 J38801 CO2 Common 7 1 Job Reference (optional) test coder truss, ki. Fierce, 1-1--34945, 44 = 5.320 5 NOV 19 2019 MITek Industries. Inc. Wed Nov 27 14:25.34 2019 Scale=1:52.9 1$ 11 to e 3x4 = 1.4 11 3x4 = Us II 3x4 = 3xB = LOADING Ups!) SPACING- 2-0-0 CSI. DEFL. in (100) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.51 Vert(LL) 0.19 8.17 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.28 8.17 -999 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.10 6 n/a me BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 139 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 , REACTIONS. (lb/size) 2=1194/0-8-0, 6=1194/0-8-0 Max Hom 2=230(LC 7) Max Uplift 2=-645(LC 8), 6=-645(LC 8) FORCES. (lb) - Max. Camp./Max. Tan. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2296/1098, 3-4=-1564/824, 4-5=1564/824, 5-6=-2296/1098 BOT CHORD 2-11=-864/2077, 10-11=-864/2077, 8-10=-864/2077, 6-8=-864/2077 WEBS 4-10=-305/786,5-10=-820/477,5-8=0/315,3-10=-819/477,3-11=0/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,Opsf, BCDL=6.Opsf, h=18ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6451b uplift at joint 2 and 645 lb uplift at joint 6. 8) This truss design requires that a minimum o17/16'structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetreck be applied directly to the bottom chord. si1111111►►F � ER 'P, .eea..e \r,ENSF No 22839 Walter P. Ron PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Pat East Blvd. Tampa FL 33610 Date: November 27,2019 ®WARNING -VwfrydoalgnParamot.. andREAD NOTES ON WISAND INCLUDED MREHREFERENCE PAG.EMIA711 rev. 11111111 e£FORE US£ -'■�' Doalgn valid far use only with MITek® connectors. This design Is based any upon parameters shown, and la for an Individual tutoring component; net a truss system. Before use, the bullding designer must very the applicability of design parameters and properly Incorporate this design Into the overall bulltlingdesign. erecingIndicated Istoprevent buckling afindividuatWssweb and/or chord membomony Atltlaionaltemporary and permanent Word M!Tek' Is always required for stability and to prevent collapse with poesl5e personal Injury and property damage. For general guidance reganing the fabrication, storage, delivery, sector, and bradng of trusses and truss systems, see ANSUTRN Quality Crlred., DS849 and SCSI Building Component Sarerylnrurmatlpn available from Truss Plate Institute, 218 N. Lee Street, Bud. 312, Alexandra, VA22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Saparcio T18775300 J38801 CO3 Common 4 i Jab Reference (options]) East Coast Truss, Ft. Plane, FL-34946, i Nov 192019 MITek Industries, Inc. Wed isov2714:25:352019 Scale = 1:52.1 4xe = 3 10 9 - 7 3x4 1x4 3x4 = tx4 II 3x4 = 3xB = )$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (Joe) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vell(LL) 0.21 10-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) .0.30 10-13 >999 180 BOLL 0.0 ' Rep Stress Ina YES WB 1.00 Horz(CT) 0.10 5 flat n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 137111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1121/0-8-0, 5=1196/0-8-0 Max Horz 1=229(LC 6) Max Uplift 1=-539(LC 8), 5=-647(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2310/1121, 2-3=-1568/831, 3-4=-1567/831, 4-5=-2301/1105 BOT CHORD 1-10=-888/2091, 9-10=-888/2091, 7-9=870/2081, 5-7=-870/2081 WEBS 3-9=-312/790, 4-9=820/478, 4-7=0/315, 2-9=-830/497, 2-10=0/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf, BCDL=6.Opsf h=1aft: B=45ft; L=30ft; eave=4ft; Cal. 11; Exp C; Encl., GCpl=D.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Ill between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5391b uplift at Joint 1 and 647 lb uplift at joint S. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. -.0 JER'P tF�N V\pfiNSFa 10, I� No 22839 reli .,�4;o ,� N A� %%%% Walter R Firm PE Na.22839. MI7ek USA, Inc. FL Cart 6634 69D4 Parke East Blvd, Tampa FL 33610 Data, November 27,2019 ® WARNING- Verify design Pni,winows.md READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE pllF7473 mv. to,02,20f6 BEFORE USE. '-■�' Design valid far use onlyafth MRenS connectors. This design is based only upon parameters shown, and is for an Individual building wmponenl,no a miss system. Before use the building designer must vedymhe eppliwblliy of de ign pammears and properly Incorporate this design Into the overall bullGingdesign. Bracing Indicated Is to prevent buckling cfindWRIUM lmsa web and/or chats members only. Additional temporary and permanent bracing M!Tek' Is always required for Stability and to prevent mllapae with possible personal lNury and properly damage. For general guidance regarding the f flocalion, storage, dallvary arecllon and bracing of trusses and truss systems, see ANSUTPff Duality Memo, DSB419 and Best Bundling Component Saferylnfomnttion avellable from Tmss Plate lnsiXute,218 N. Lee Street, Suite 312.Raxandra VA22314. 69M Parke Ellin Blvd. Tempe, FL agate Job Truss Truss Type Cry Ply Saparcio T76775301 J38801 C04 Hip 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, e1 0.320 s Nov 192019 MiTek Industries, Inc. Wed Nov 27 14:25:35 2019 Pagel ID:%Seiz3wEnx913ZDNuTzPyFOhu-xiGc0V6_ wa MUzgogMlGiu!90irOPZ_BG9v9JYEY% tsso -t<a T-&t4 15L0 1 Z182 9P4L 312E 1<L T�&t4 7-2-2 Grid! 7-2-2 T-9-IL td0 62d Scale -1:53.9 4xB = 3x4 = 1x4 If 3x4 = 1x4 11 3x4 = Us = III I$ LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.51 BC 0.70 WS 1.00 Matrix -AS DEFL. in Verf(LL) 0.18 Vert(CT) -0.28 Horz(CT) 0.10 (loc) gde0 Ud 8.17 B99 240 8-17 1999 180 6 n/a We PLATES GRIP MT20 244/190 Weight: 139 to FT=Ok LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1194/0-8-0, 6=1194/0-8-0 Max Hoe 2=229(LC 6) Max Uplift 2=-645(LC 8), 6=645(LC 8) FORCES. (Ih)-Max. Camp./Max.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=2303/1101, 3-4=-1571/826, 4-5=15711826, 5-6=-2303/1101 BOTCHORD 2-11-86812084. 10-11=-868/2084,8-10=-868I2084,6-8=868/2084 WEBS 3-11=0/314, 3-10=815/474, 5-10=817/474, 5-8=0/314, 4-10=295/773 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf, BCDL=6.Opsf; h=18ft; 8=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its canter. ,♦,111111111////, 5) This truss has been designed for a 10.0 ps1 bottom chord live load nonconwrrenl with any other live loads. 6) ' This ♦♦♦ •�@R �+. / truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3.6-0 tall b 2-0-0 wide 9 9 Y vid ♦ ♦ `P.•........ N I E N S •• ti will b the bottom chord and any other members. ,�♦ V �C � V lc•••, �� a mechanical 7) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 645 lb uplift at joint 2 and 6451b uplift at �♦ Joint 6. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum '� No 22839 * L •3'A- sheelrock be applied directly to the bottom chord. 9�: O R \ P \ �♦. .. p�SS��NA� Ida,♦♦♦ Waiter P. Rnn PE No.22839 MITek USA, Inc: FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 27,2019 ® WARNING •Veref designParametwsandREADNOTESONTWSANOINCLUDEDMMKREFERENCEPAGEAWfMiifov.10mL2015BEFOREWE Design valid foruse oii MITekOconneclom, This design Is based any upon paameters shown, and Is bran individual butchng component, net a truss system. Before use, the bidding designer must vedf i the applkabllly of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Was web anuor chcN mambas only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possole perconal r,my and properly damage. For 6emra1 guidance reg.ding the fabdcation. stooge, delivez aredlon and bracng trusses sses and truss systems, see ANSM11 quality Cdleda, OSS49 and SCSI Building Component Saretylnformadnn available from Truss Plate Institute, 218 N. Lee Street, Suite 312,Alaxandde VA22314. M!Tek' 6M4 Parke East Blvd. Tampa, FL 36810 Job Truss Truss Type oty Ply T78775302 J38801 COS Hip 1 1 �Sahparcio Job Reference (optional) heat Coast Truss, Ft. Pierce, FL-34945, 8.320 s Nov 192019 MiTek Industries, Inc. Wed Nov 27 14:25:36 2019 Page 1 IO:XSejz3wEnx913ZDjVujTzPyFChu-Puq_bu7cffmC7E OMiVF6FsT7C186xLVKiFg9yEyvvz 1-4-0 8-9-14 13-D-0 17-4-0 238.2 W 4-0 31-8-0 1-40 8-9-74 32-2 d-4-0 e-2-2 8-&14 1-40 Scale=1:53.8 4xB = 4x4 = 4 20 21 5 1e 12 lu a 3x4 = 1x4 II 394 = 3x4 =3x6 = 1.4 II 3x4 = 8-&14 130.0 t]-4-0 23-fi-2 30.4-0 zone ze-o I I I zo-1n 1 Plate Offsets (X Y)— 14:0-5-4 0-2-0) LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.18 10-12 >999 240 MT20 244/180 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.2712-13 >999 180 SCLL 0.0 ' Rep Stress Incr YES We 0.63 Hom(CT) 0.10 7 BID n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 150 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD BOT CHORD 2x4 SIP NO2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-1194/0-8-0, 7=1194/0-8-0 Max Hom 2=201(LC 7) Max Uplift 2=-645(LC 8), 7=-645(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2361/1125, 3-4=-1732/895, 4-5=-1543/885, 5-6=-1733/895, 6-7=-2361/1125 BOT CHORD 2-13=-901/2142, 12-13=-901/2142, 10-12=-535/1542, 9-10=-901/2142, 7-9=-901/2142 WEBS 3-13=0/279, 3-12=-698/405,4.12=108/402,5-10=-108/402,6-10=-698/405,6-9=0/278 Structural wood sheathing directly applied. Rigid telling directly applied. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.0psf; BCDL=6,Opsf, h=18ft; B=45ft; L=30ft; eave=4ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift at joint 2 and 645lb uplift at joint 7. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 111 2 No 22839 ;TF . 0 Y$ %`O F as 4rL *�P� .00R10P Nam`. J.���ss��NA� Walter P. Rnn PE Ng.22839 MITek USA, Inc: FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: November 27,2019 ,®WARNING - Verify deulon paramelora antl READ NOTES ON THUS AND INCLUDED MITER REFERENCE PAGE AVI 7473 rev. W,02/2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is far an Indlvidual building component, not a trues system. Before use, the building designer must vadfy the epplleablity of Main parameters and properly Incbryomte the design Into the overall building design. Bracing mdketed is to prevent buckling of individual truss web and/or chord members only. Additlonel temporary and permanent bracing MiTek' Is always required for Nobility and to prevent collapse with possible personal lnluryand properly damage. For general guidance regarding the fabreatl an, storage, dervety, erection and bracing of trusses and truss Systems, see ANSVTPH Duality Clued., DSB49 and BCSI Building Component 69M Parke East BIM. Sandyinformetion available tram Trues Pleb Institute, 210 N. Lee Stmet, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty My Saparcio T18775303 J38801 C06 Hip 1 i Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 6 d.32u s Nov 1U zme MI lex inaDSIrI95, mc. vvea Nov47 i4:26.5 4x8 = 3x4 = Ake = 3x4 = 1x4 II 3x4 = 4e 5.00 13 5x8M18SHS � a1 Sx5 � 3x4 = Scale =1:64 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl L/d PLATES GRIP TCLL 2D.0 Plate Grip DOL 1.25 TC 0.76 Verft1) 0.36 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.5812-13 >626 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WE 0.74 Horz(CT) 0.19 9 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 160111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No,2 •Except` BOT CHORD Rigid ceiling directly applied. 12-13: 2x4 SP No.1 WEBS 1 Row at midpt 7-13 WEBS 2x4 SP No.3 REACTIONS. itilsize) 2=1194/0-8-0, 9=1194/0-8-0 Max Harz 2=-173(LC 6) Max Uplift 2=-645(LC 8), 9=-645(LC 8) FORCES. (Ib) - Max. Camp./Max. Ten, -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2405/1144, 3-4=-1917/96B, 45=183011004, 5-6=-2072/1080, 6-7--2218/1067, 7-8=4366/1996, 8-9=-2477/1121 BOT CHORD 2-16=-929/2186, 15-16=-929/2186, 14-15=-643/1729, 13-14=-747/1976, 12-13=-1745/3914, 11-12=920/2267, 9-11=-925/2244 WEBS 3-15=-546/317,4-15=-60/403,4-14=-91/268,5-14=-7951364, 5-13=-218/662, 6-13=-150/570. 7-13=A931/997,7-12=1581787, B-12=-903/1949, 8-11=844/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf BCDL=6.Opsh h=180; B=4511; L=301t; eave=4n; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise Indicated. 6) Plates checked for a plus or minus 0 degree rotation about Its center. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.6psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2.0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 Its uplift at Joint 2 and 645111 uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. No 22839 OF ,.a44, ONA% Walter P.JFinn PE No.228.99 MITek USA, '.I=FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Data: November 27,2019 ®WARNING -Vagfxdslg pofomotws and READ NOTES ON This AND INCLUDED ASER REFERENCE PAGE M P7473 rev. 10MV2015 BEFORE USE. Deslgn valid far use only with MITeus connectors. This design Is based only upon parameters shown, and is for an InallNdual building component, not a truss system. Before use, the building designer must vetly, the appllwblliy of design parameters and property Incorporate this design Into the overall buildingdeslgn. Seeing Indicated Is to prevent buckling ofindMdual truss web antler chord members only. Additional temporary and permanent bracing M!Tek' rs eW.V required for stablliy end to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabraallon, storage, tellve,%rY erection and bracing oftrasaes and truss systems, see ANSVIl qualify Orion , DSB419 and BCGI Building Component Salefylnfomlation from Truss Plato Institute,218 N. Lee great, Suite 312. Alexandra, VA 22314. 6904 Parke East BIM. available Tampa, FL MIS Job toss Truss Typo CRY Ply Saparcio T1Bfl5304 J38801 C07 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL- 34946, 8,320 s Nov 19 2019 MiTak 4x4 = 3x4 = Axis= 3x4 = 4 5 24 625 7 Inc. Wed Nov 2714:25:38 2019 Scale=1:54.8 5.00 12 ix4 3x4 3 a 3x8 9 4 2 10 g e 15 14 13 Su 7xB = 17 16 4x4 = 12 314 = axe = 4x8 5x5 � 3x4 5.00 12 9-0-0 722-0 1-01"-�13'l38I �39-081-71 &2d1 -0 -0 Plate OHsets(XY)— [2:0-0-14Edge) [7:0-5.40-2-0) [13:0-3-00.3.7) N6:0-3-00-1-81 LOADING (ps/) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.32 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.4616-17 >791 180 BCLL 0.0 ' Rep Stress Incr YES WS 0313 Horz(CT) 0.18 10 file file SCOL 10.0 Coda FBC2017rrP12014 Matrix -AS Weight: 1571to FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2=1194/0-8-0, 10=1194/0-8-0 Max Horz 2=145(LC 7) Max Uplift 2=-645(LC 8), 10=645(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-2416/1201, 3-4=-2107/1013, 4-5=1921/987, 5-6=2225/1157, 6-7=-2520/1271, 7-8=-2527/1202, 8-9=4244/1944, 9-10=2503/1138 BOT CHORD 2.17=-989/2210, 16-17=-915/2188, 15-16=-966/2356, 14-15=-913/2319, 13-14=-1664/3790, 12-13=-947/2292, 10-12=-950/2274 WEBS 3-17--361/290, 4-17--184/575, 5-17=456/256,6-16=-791/419, 6-15=-268/669, 7-15=-160/411, 7-14=-93/440, 8-14=-1512/766, 8-13=-213/752, 9-13=-813/1788, 9-12=-837/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) 4Mnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.OpsY, BCDL=6.Opsf; h=18ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 Wide will 6t between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 6451b uplift at joint 2 and 6451Id uplift at Joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord, gR tP IV No 22839 w. A� : A F ,#� O R \ Q P, �jN=�`, aiSiS,ONM"e o% Wafter P. Rn0 PE No22839 MtTsk USA Inc: R. Can 6634 6904 Parke Fast Blvd. Tampa R.33610 Date: November 27,2019 ®WARNING • vanity desiDnparnmelors And READ NOTES ON MS AND INCLUDED Mn£K REFERENCE PAGE M147Q0 rvv. f0173/2015 BEFORE USE. Design valid for use only with MReNo connectore. This design Is based any upon parameters shown, and Is for an Individual butting component not amassystem. Before use, the bullding designer must vasty Pe apdicablirry of design parameters and propertyincoryorate Nis design into the overallpill' bull0ingdesign, Bradng Indicated is to prevenl buckling of lndlMdoal mass web traitor chord members only. Additional temporary end permanent brodng MiTek' Is always required for Mobility and to prevent Collapse with possible personal Injury and property damage. For general guidance mailman the fabrication, storage, delWeryryareotion and tall of trusses and buss sicams, see ANSg]P/f Qualify onions, DS8419 and BCSI Building Component Ssrefylnformeflon evellable fam Tina Plata tnstituts, 218 N. Lee street, Bula 312, Alexandria, 6904 Perks East Blvd. VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Separcio T18775305 J38801 COBG HIP GIRDER 1 2 Job Reference (optional) test coast truss, kL Plerce. FL-34945, 5.320 s Nov 192019 MITek Indus ID:XSejz3wEnx913ZDjVujTzPyFOhu-If4VRGA7ot ' 7-0-0 3-&id 11-0-0 7-0-0 12-1-D 17.2-0 20.3-0 23-0-0 3-9.14 3-2.2 E. 5 Special 4x8 = NAILED NAILED NAILED NAILED Special NAILED NAILED 3x4 = NAILED 3x4 = NAILED 3x4 — 4x4 — 5,00 12 4 27 28 29 S 30 31 32 33 6, 35 7 36 37 8 Inc. Wed Nov 27 14:25:40 2019 Scale =1:54.0 oil i&wvs 1 12 38 39 40 41 42 — — 5x8Mi8SHS = 3.x4 = 3x4 = NAILED 5x8 = NAILED 3x4 II NAILED Speclel Sx5 ac 3x4 Special Bx8M18SHS = SoD 12 NAILED NAILED NAILED NAILED NAILED LOADING (pal) SPACING- 2-0-0 CSI. DEF In (roc) Vdeg Lid PLATES GRIP TCLL 20.0 Plata Grip DOL 1.25 TC 0.65 Vern( ) 0.55 16-17 s657 240 MT20 244/190 TCDL 7.0 Lumbar DOL 1.25 BC 0.91 Vert(CT) -0.71 16-17 s511 180 MISSHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.78 Hom(CT) 0.23 11 We all BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 324 lb FT so 0 LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 3-6-1 Do purlins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid telling directly applied or 6-4-7 Do bracing. 14-17: 2x4 SP No.1 WEBS 2x4 SP No,3 *Except* 17-19: 2x4 SP No.2 REACTIONS. (lb/size) 2=243710-8-0, 11=245910-8-0 Max Harz 2=117(LC 7) Max Uplift 2=-1280(LC 8), l lzr 24(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ih) or less except when shown. TOP CHORD 2-3=-5578/2790,3-4=-5429/2710,4-5=6763/3457,5-6=-8981/4645,6-7=-8032/4152, 7-8=-6690/3453,8-9=-6977/3564, 9-10=-9620/4828, 10-11=-5577/2792 BOT CHORD 2-20=-2456/5103, 19-20=-2338/5024, 18-19=-460/1102, 17.18=0/253, 6-17=01332, 16-17-451819185, 15-16=3941/8032, 14-15=4229/8600, 13-14=-2472/5113, 11-13=2468/5087 WEBS 3-20=310/299, 4-20=-63/629, 4-19=1059/2073, 5-19=464111124, 17.19=-2872/5803, 5-17=-124312351, 6-16=-1443/706, 7-16=-283/765,7-15=-17831901, 8-1 5=4 039/223 1. 9-15=-2242/1143, 9-14=-700/1579, 10-14=-2049/4115,10-13=-1927/973 NOTES. 1) 2-ply truss to be Connected together with 1ad (0.131'x3") nails as follows: Tap chords Connected as follows: 2x4 - 1 taw at 0-9-0 Do. Bottom chords Connected as follows: 2x4 -1 row at 0-9-0 or,. Webs Connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 9 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated, 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vultiz160mph (3-socand gust) Vasd=124mph; TCDL=4,Opsf; BCDL=B.Opsf; Il8ft; B=451 L=30ft; eave=oft; Cal. 11; Exp C; Encl., GCpl=D18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center, 9) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-&0 tall by 2.0.0 wide will fit between the bottom chord and any other members, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1280111 uplift at Joint 2 and 1324In uplift at loin 11. WARNING -V,i dtatpn,.nWwm antl READ NOTES ON THISAND INCLUDED MlTFKRFFERENCE PAGE All mv. INVU20M BEFORE USE. sign vend for use ont with MITekls connectors. This design Is based only upon parameters shown, scale foran Individual building component, not use system. Before use, the building designer must vedty the appllcabllity of design ismea len and properly Incorporate He design Into the overall Iding design, Bracing Indicated Is to prey l buckling of lr all truss web andior chord members only. Additional temporary, and parmartat bracing always required for stability and to prevent collapse wgh possible personal ljury and properly damage. For genend guidance regarding the doatlon.storage, caliveryry erection and bracing simulate and truss systems, see ANSk TF/l Quality Criminal, DS949 and SCSI Building Con by Informal swagsEis from Truss Plate Institute, 216 N. Lee Street, Suite 312, A lcomndrle, VA 22314. gER rP,, No 22838 � r r'0 �. •'CCC r � Walter P. Firm PE N422839 MRek USA,.Inc. FL Out 6634 6904 Parke East BMd.Tampa FL 33610 Data; November 27,2019 MOW 6904 Parke East Bytl. Tempe, FL 36010 Job Truss Truss Type Qty Ply Saparcio T18775305 J38BOl C06G HIP GIRDER 1 as L Job Reference (optional) casu.cwn buss, rt. Views, hL-3ABAd, 8.320 a Nov 192019 MITek Industries, Inc. Wed Nov 27 14:25:40 2019 Paget "NOTES. ID:XSejz3wEnx913ZDjVuITzPyFOhu-If4VRGA7ou7DhkvmdC6RPyQUvkUX4tawaygTpwyEyvvv 13) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 208 lb down and 330 IS up at 7-0-0, and 207 Ib down and 2621b up at 23-4-0 on top chord, and 362 Ib down and 1131b up at 7-0-0, and 4161b down and 205 Ib up at 23-3-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p1l) Vert: 1-4-54, 4-8=54, 8-12=54, 18-21=-20, 14-17=-20, 13-14=-20, 13-20-20 Concentrated Loads (lb) Vert: 4=-161(13)8=162(B) 18=-13(B)6=-162(B)20=-362(B) 15=-416(B) 28=-115(S)29=-115(B) 30=-115(B)32-115(B)33=-1 ISIS)36=162(B)36=-162(B) 38=-61(B) 39=-61(B)40=-61(B)41=61(B)42=-61(B)43=-13(8)44=-13(S) ®WARNINr.-V,Mlydelg pammatmc.rw READ NOTES ON MIS AND INCLUDED MREKRFFERENCE PAGE SI}7473rw. 10.T 2016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use the building designer must verify the applicability of design parameters and property lncorpmate this design Into the ovemll buildingdesign. Bracing indicated is to prevent buckling of Individual truss was and/or chow members only Additional temporary and Permanent bracing MiTek' Is always required far alabilly and to prevent collapse with possible personal Injury and propertydamage, For general guidance regarding the fabdcatlon, storage, delivery election and bracing of trusses and truss systems, see ANSVfPil Duality Critada, OSB49 and SCSI Building Component Safetylnformati0n available from Truss Plate Inslltute, 218 N. Lee Stra 1, Sure 312, Alexandra, VA 2231C 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Saparcio T18775308 J38801 D01G Common Girder 1 .3 L Jab Reference (optional) Co., t,oass truss, rl. rience, 1-L-;wvnb, aaeu s "Ov m LV Its al art maueurRe, = 5.00 12 44 6 1x4 II 1x4 II 7 3x4 4 5 4x4 C 44 i 4 8 sale C 3 9 axe i 7A 3 e 2 10 i1 24 25 19 26 27 18 2B 1729 9 3D 31 5 14 32 33 13 34 5x5 = 3.6 II HUS26 64 = HUS28 5x5 = 6xB = Bx8 = True M = 7,13 =HUS28 HUS28 HUS26 HUS28 HUS28 HUS28 HUS28 HUS28 HUS28 Scale =1:69a 1 I$ 35 12 38 37 Sale 11 5x5 = HUS28 HUS28 HUS28 LOADING (pat) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2017/-rP12014 CSL DEFL. in (too) Well Lrd TC 0.81 Vert(LL) 0.15 12-23 s999 240 BC 0.69 Vert(CT) -0.21 12-23 r919 180 WE 0.93 Horz(CT) 0.04 11 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 496 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 ec purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6.0-0 oc bracing: 16-18,15-16. 3-18,9-13: 2x4 SP No.2 WEBS 1 Row at mill 3-16, 9-15 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 1=292(LC 24) Max Uplift All uplift 10D lb or less at Joints) except 1-1226(LC 8), 16=-2638(LC 8), 15-3951(1_C 8). l l=-1600(LC 8) Max Gmv All reactions 250 lb or less al Jalnt(s) except 1=2490(LC 17), 16=5196(LC 17), 15=8831(LC 20). 11=3500(LC 18) FORCES. (lb) -Max. Camp./Max, Ten. -All forces 250 (Ib) or less except when shaven. TOP CHORD 1-2--3920/1928, 2.3=-90/409, 3-5=2116/4549, 5-6=-1971/4483, 6-7=-2198/5077, 7-9=-2343/5146, 9-10=-1715/627, 10-11=-6575/2867 BOT CHORD 1-19=-1738/3618, 18-19=-1738/3618, 16-18=-3701275, 15-16=-3634/2000, 13-15=-504/1546, 12-13=-2585/6069,11-12=-2585/6069 WEBS 2-19=-1335/2837,2-18=-3980/2049,3-18=-2001/4191,3-16=-4920/2546, 5-16=355/328, `tli4lliJ 11111/tri, 7-15=-365/330, 9-15=-7311/3447, 9-13=-2837/6445, 10-13=5049/2425, 10-12=-1637/3701,6-16-13681642, 6-15-2867/1162 BR P. h�� a0qF �% NOTES- %%% `� ' V F•••• j 1)2-ply truss to be Connected together with 10d(0.131"x3") nails esfollows: NO 22839 •T Top chords Connected as follows: 2x4.1 row at 0-9-0 Co. * Bottom chords Connected as follows: 2x6 - 2 rows staggered at 0-7-0 Co. Webs Connected as follows: 2x4 - 1 row, at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except B noted as front (F) or back E) face In the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. A A. F J 111` 3) Unbalanced roof live loads have been considered for this design. Q' •�_`�. 4) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL-6.0psf; h=18ft; B=45ft; L=39ft; save=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 • Q • ��;5 O R �?` It I�� S/Q ••'•��51 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. is i1110% the responsibility of the fabricator to Increase plate sizes to account for these factors. -1j111111 6) Plates checked for a plus or minus 0 degree rotation about its Center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. • Walter P. Rnn PE No.22839 MTek.USA, Inc. FL Cart 6634 8) This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL=10.Opsf. 6904 Parke East Blvd. Tampa FL 33610 9) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 12261b uplift at Joint 1, 2638 lb uplift at Date: Joint 16, 3951 It, uplift at Joint 15 and 16001b uplift at joint 11. November 27,2019 ®WARNING-Vorlydealenwamelere and READ NOTES ON THIS ANDINCLNDEOMITER REFERENCE PAGE AV47472mv 10MV2015 BEFORE USE Design valid for use any when Mrl wnnectom. This deellJn is based only upon parameters shown, and is for an Individual butane component, not a cmes system, Before use, the building designer must verify the applicability of design parameters and properly lncePorate this design Into the overall building design. Bracing Indicated Is to prevent buckling Of Individual lose web andlor chord members only, Additional temporary and permanent radreg pi•��� MiTek' Is always required for steblllry and to prevent collapse with losable personal Injury and property damage, For general guidance regarding the fabrication,storage, delivery erection and bracing ofmarses and truss systems, see ANSYnallQualiy Cantle, OSBA9 antl BCSIBWIdfng Component Serelylnrormef/on avalisble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Rexandda, VA=314. BeOd Parka Cost Blvd. Tampa, FL 36610 Job russ Truss Type Oty Ply Saparcio T18775306 J38801 D01G Common Girder 1 ay L Job Reference (optional) East Coast Truss, Ft. Plerce, FL - 34946, 8,320 s Nov 19 2019 MJTek Industries, Inc. Wed Nov 27 14:25:42 2019 Page 2 _ ID:XSejz3wEm913ZDjVujTzPyFOhu-E2BGsyCN KVNww2i8kdOvUNVouXEPYloDtG9atpyEyV4t NOTES- 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 10-6-8 0o max. starting at 2-0-12 from the left end to 36-7-4 to connect buss(es) to back face of bottom chord. 11) FIII all nail holes where hanger is in Contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-6 =54, 6-11=54, 1-11=20 Concentrated Loads (Ib) Vert: 18=859(B) 13=1456(B) 24=1250(12) 25=125O(B) 26=859(B) 27=859(B) 20=859(12) 29=-859(B) 32=1456(B) 33=-1456(B) 34=1456(B) 35=-1456(B) 36=1456(B) 37=1249(B) ®WARNING- VadrpdeslgnparamalwsandREAONOTES ON MIS AND INCLUDED MREKREFERENCE PAGE OP7473rm faTV2615BEFORE USE Design valid forest oArywtb MRek®connectop. This design Is based only upon pamm den shown, and Is for an Individual building component, net a tress system. Before use, the bullding designer must vedy the eppfo tbility of design parameters and properly incorporate this design into the overall bulldingdeslgn. Imdng Indicated Is to prevent buckling ofindividual tend web anchor chord members only. Addglonallempore"rdpermanembradng /y M!Tek' Is always required for tt.elly and to prevent collapse Am possible personal Injury and property damage. For general guidance regarding the fabOdelon, usage, delNery mealon and bmdng of tresses and muss, systems, see ANSh TP1paper, Canada, DS849 And SCSI evading Component Anna from Truss Plate Intense.218 N. Lee Street, Suite 312, Nakasone, VA22014. 6904 Perks East Blvd. Tampa. FL seats Job Truss Truss Type 0ty Ply Saparco T18775307 J38601 D02 Common 2 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, a 3x4 = 4x4 = Eco 12 8.320 s Nov 192019 MTek Industries. Inc. Wed Nov 27 14:25:42 2019 Scale =1:0.1 394 = 3x4 = ex8 = 6x8 = 3x4 = 3x4 = 3x4 = 8-3-14 1 4 22-8-0 30.3-f0 389-U B-3.74 7-8-2 'a., 7-7-10 ) 8-343 LOADING Pat) SPACING- 2-0-0 CSI. DEFL. in (lot) gdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.24 19-22 >790 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 SC 0.54 Vert(CT) .0.19 19-22 >991 180 BCLL 0.0 Rep Stress Incr YES WE 0.85 HOrz(CT) 0.01 12 ma n/a BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 215Ito FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at mldpl 7-17. 7-16 REACTIONS. All bearings 0-8-0, (to) - Max Hom 2=-312(LC 6) Max Uplift All uplift 1001b or less atjoint(s) except 2=516(LC 8), 17=-921(LC 8), 16=913(1_13 8),12=-513(LC 8) Max Grav All reactions 250 to or less atjoint(s) except 2=501(LC 17), 17=1081(LC 17), 16=1075(LC 18). 12=498(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 25D (Ib) or less except when shown. TOP CHORD 2-3=465/478, 3-5=-414/459, 5-6=-331/509, 6-7=-265/522, 7-8=266/522, 8-9=-331/507, 9-11=-413/456, 11-12=-559/471 BOT CHORD 2-19=-349/490, 17-19=-198/407, 16-17=-335/621, 14-16=-205/414, 12-14=-309/485 WEBS 3-19=-376/397,5-19=-817/676, 5-17=-536/616, 7-17=-348/200, 7-16=-344/194, 9-16=-533/612,9-14=-821/680,11-14=-376/396 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph: TCDL=4.Opsf; BCDL=6.0psh, h=18ft: B=45ft; L=39ft: eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes l0 account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5161b uplift at joint 2, 921 Ib uplift at joint 17, 9131b uplift at joint 16 and 513 to uplift at joint 12. 8) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the tap chord and 1/2" gypsum aheetrock be applied directly to the bottom chord. .` �. GENg .,!L No 22839 M� •1Z'Z .5P % S � OF -.P i'0iss,ONA, S%V%% Water P.-Firm PE No.22839. MITek USA, Inca FL Cart 6634 6904 Parke East Blvd Tampa FL33010. Data. November27,2019 &WARNING.- Vodlydaognperamalure and READ NOTES ON MIS ANDINCLUDED M1TEK REFERENCE PAGEMR7473 rnv. 1010/2015 BEFORE USE saaaaa Oesign valid for use arty with MlTekD tonnedon. This design Is based only upon parameters shown, and Is for an Individual butherng component, no Sao' a truss system. Seem use, the building designer must very the applicability of design parameters and property Incorporate this design Into the event aL+�•,_■(� building design, Bracing Indicated is to prevent buckling of lndrAdual truss web and/or chord members only. Additional temporeyand permanent bradng MITeK Is always required for atabll8y, and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication,storage, relivery erection and trading oftrusses and truss systems, see ANSVTP11 Quality Crel OSB49 and SCSI Building Component Saroylnformallon from Truss 0904 Parka East Blvd. available Plate Institute, 218N.1-se Street Sufta312, Alexandra, VA22314. Tampa, FL 36610 Job Truss Truss Type Oly Ply Saparcio TiB775308 J38801 D03 Common 2 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-3494B, i 3xa = 3x4 = 3x4 = LOADING (psi) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except' 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1500/D-3-8, 10=1500/0-3-8 Max Horz 2=312(LC 6) Max Uplift 2=1566(LC 8), 10=1566(LC 8) 5.00 12 5,320 s Nov 19 2019 MITek Industries, Inc. Wed Nov 27 45 = Scale=1:66.1 IIj 14 axe = 3x4 = 3x4 = 34 = CSI. DEFL. in (too) I/de8 Lid PLATES GRIP TC 0.77 Vert(LL) 0.67 12-14 >696 240 MT20 244/190 BC 0.88 Vert(CT) -0.65 14-16 >840 180 WE 0.50 Horz(CT) -0.17 10 nla n/a Matrix -AS Weight; 19011b FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. WEBS 1 Raw at midpt 6-14, 7-14, 5-14 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3088/3114, 3-5=-2804/2949, 5-6=1944/2104, 6-7=-1944/2104, 7-9=2804/2949, 9-10=-3088/3114 BOT CHORD 2-16=-2748/2816, 14-16=-2115/2265, 12-14=-2115/2265, 10-12-2748/2816 WEBS 6-14=-1322/1118,7-14--723/808,7-12=-646/568, 9-12=387/418,5-14=-723/808, 5-16=-646/568,3-16=-387/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsh BCDL=6.Opsf; h=18ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to amount for mesa factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chard live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15661b uplift at joint 2 and 1566 Ib uplift at joint 10. 8) This truss design requires that a minimum of V16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. J`%,`�JER FP,F/ P' No 22839 13 A F .:41 i O R %Q p (N 4s,9NAI��E OV' Wafter PRnnPE No.22839 MRek USA: Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: November27,2019 Job Truss Truss Type Dry Ply Saparcio T78775309 J38801 D04GE Common Supported Gable 1 1 Job Reference o tional East Coast Truss, FL Pierce, FL-34946, a.a[u s Nov l9[ulu had ex mausmes. Inc. wea Nov a w:o:ws eu le rave, ID:XSejz3wEnx913ZDIjVujTzPyFOhu-ARJOHdDds7de9LsXs2ANZobJBL2aOgoWLaegyhyEyWr ih-0 19JA 38.7-0 39-114) 7 0 1vJ8 I 19-M �1 Scale=1:69.7 4X4 = 5.00 FIT 1x4 it 12 1X4 II 3x4 = 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 1X4 II lad II 1x4 11 1x4 11 1x4 II 3x4 = 1x4 II 1X4 II 1X4 It ix4 II 1x4 11 1.4 II W4 II 1X4 II 1x4 11 W4 11 1x4 II 1X4 II 3x4 = 385-0 0. -0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Odeg Lod PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 23 Nr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 400 22 n/r 120 BCLL 0.0 Rep Stress Incr YES WE 0.19 Hom CT) 0.01 22 n/a file BCDL 10.0 Code FB02017rrPI2014 Matrix-S Weight: 2331b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 38-3-0. (Ib) - Max Ham 2=-312(LC 6) Max Uplift All uplift 100 lb or less al joinl(s) 34, 35. 37, 38, 39. 40. 41, 32, 31, 29, 28. 27, 26, 25 except 2=146(LC 8), 42=105(LC 8), 24=-1D5(LC 8), 22=-146(LC 8) Max Grav All reactions 250 Ib or less at)oint(s) 2, 33, 34, 35, 37, 38, 39, 40, 41, 42. 32, 31, 29, 28, 27, 26, 25, 24. 22 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 10-11--93/286, 11-12=74/334, 12-13=64/334, 13-14=-51/286 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=i 60mph (3-second gust) Val24mph; TCDL=4.Opsf, BCDL=6.Opsf; h=18ft; 3=45ft; L=39111; eave=2ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about hs center. 6) Gable studs spaced at 2.0-0 Do. 7) This Was has been designed for a 10.0 psf bottom chord live load nonconwrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 34, 35, 37, 38, 39, 40, 41, 32, 31, 29, 28, 27, 26, 25 except Ut=lb) 2=146, 42=105, 24=105. 22-146. 10) Non Standard bearing condition. Review required. ,iti IER'P,F/ �•`,S'P �cENgFN'L''•� No 22839 Waiter P- Run PE Na?2839. MITek USA, Inc, R. Cert 66M 6904 Parke East BNd: Tampa FL 33610 oats: November 27,2019 &WARNING-VwIrldasign lmramet. andREAD NOTES ON r10SAND INCLUDED Al REFERENCE PAGE4a}747a rw. 10MV2015 BEFORE USE Deelgn Vdlid rous..nly with husk® Connector,. This coal, la bases and, Ypan parameters shown, and Is for an lndMdual ouldIng component, not a truss ryalom. Bar.. use, the bullong designer must vadfythe eppliwbnlly consign parameters and property Incorporate this design Into the overall buiidingdealgn. BradngInclosed Is1. prevent buckling cflndlviduaiWnweb maker chord members only, Addeionaltempomryandpermenambrecing WOW 1e always required for steblleyend to prevent collapse wllh poeslble personal Injury and property damage, For general guidance regaining the fabdostion,storage, dallveryry section and bracing of tresses and Was system., sea ANSVFFH QualityCdOede, DSB49 antl SCSI Building Component le Same, suite 312, AInxaed4a, VA 22314. 6904 Parka East Blvd.Sefeayrnlormetion aware have Truss Plate Institute. 218 N. Lee Tampa, FL 36610 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 3x4 = Scete=1:10.8 Ii 24 = 2x3 = SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2017/rP12014 REACTIONS, Ub/size) 2=306/038,4=306/0-3-B Max Horz 2=57(LC 7) Max Uplift 2=-216(LC 8), 4=216(LC 8) CSI. DEFL. in (loc) War Lid PLATES GRIP TC 0.12 Vert(LL) -0.00 6 >999 240 MT20 244/190 BC 0.11 Vert(CT) -0.01 6-12 >999 180 WB 0.05 Horz(CT) 0,00 4 n/a Na Matrix -AS Weight: 26lb FT=O°h BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(1b) or less except when shown. TOP CHORD 2-3=306/94, 3-4=306/94 BOT CHORD 2-6=0/256, 4-6=0/256 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=18ft; B=451t; L-24ft; eeve=oft; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at Joint(s) except Ut=Ib) 2=216,4=216. 8) This truss design requires that a minimum o17/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. ��JSR'P4�e ♦♦♦ V\ F' i ♦ No 22839 +� $ :40 141111111 still Walter P. Finn PE No22839 MRek USA, Inc. FL Cert 6334 6904 Parke East Blvd. Tampa FL 33610 Data: November 27,2019 ®WARNING- Verify deargaparumotons and READ NOTES ON rims ANDINCLNDEOMIEK REFERENCE PAGE sell.. 10.1,02015 BEFORE WE Design said for use oolywtth MITek®connechum. This deelgn la based only upon parameters shown, and Is bran Individual building wmponenL not a truss system. Before use. the Wilding designer must verify the applicability of design parameters and propery Incorporate this design Into Me overall bullUingdesign. Spacing Indicated is to prevent buckling ofludivduel truss web andlar chord members only. Additional temporary and permanent bracing M OW Is anveys required for stability and to prevent callapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storag.delivery, erecilcn and bpacing of trusses and truss systems. see ANSIRPII Ouallty, Coffit DSB419 and SCSI Building Component ®an 69M Parke East BW. Safotylebart available IrM Truss Plate lastldi N. Lee afraid, Sude312,Alexendda,V423314. Tampd,FL 36510 Job Truss Truss Type Cry Ply Separate T18775311 J3B801 E02GE Common Supported Gable 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL-34946. 8.320 s Nov l92Ol9 MTek Industries. Inc. Wed Nov 27 14:25:46 2019 Scale=1:15.8 3x4 = li as = 1.4 II 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Vi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 4 Wir 120 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.10 Ven(CT) 0.00 5 Nr 120 BCLL 0.0 ' Rep Stress Inter YES WE 0.02 Hondl 0.00 4 Tile The BCDL 10.0 Code FBC2017rrP12014 Matllx-P Weight: 261b FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. ' OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=200/5.11-14, 4=20ol&ll-14, 6=21316-11-1 4 Max Hoe 2=57(LC 6) Max Uplift 2=205(1_C 8), 4=205(LC 8), 6=-22(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown NOTES- 1) Unbalanced roof Ilve loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.OpsF BCDL=6.OpsY h=1 Oft; 8=45ft; L=241C eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.6D 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. s spaced at 2-0-0 Do. ltruss dhas 7) This been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦♦♦�,.�ER'P' ♦♦ V / will fit between me bottom chord and any other members. I ♦♦♦ �P. •' C E N 3 10� 9) Provide truss to bearing 100lb 6 ;ti as Vk F 0 mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except et=Ib) 2=205,4=205. No 22839 10) Non Standard bearing condition. Review required � * Wafter R Rnn PE No.22839 MITek USA, Inc. FL Carl 6634 6904 Parlor East Blvd; Tampa FL 33610 Date: November 27,2019 &WARNING -Poly Eealgn peremotorsenJREAD NOTES ON oUSANOWCLUD£DagTER REFERENCEPAGE a247473 roe TOMMIE BEFORE USE sam --■■' Design valid for use only won MITeM connectors. This design le based only upon pammeters shown, and is for an Individual elders component, not a Iws system. Before use, the building designer must vatly the applIcale y of design parameters and property Inserporem Nis tlesign Into the overall ik.a■prfJ building design: Bracing Indicated is to prevent buckpng of Individual trees web andlor chord members only Michelle! temporary and permanent bracing MiTek' IB always required for Wabllly and to prevent Wells, with possible personal Injury and propeM damage, For general guidance mapping the fabricates, Sidereal, deliveryry,%aoxn and bracing oftmases and tress systems, see ANSTPH Dually Cdfela, DS8419 and SCSI Building Component 6904 Perk. East Blvd. Sareythfarmetl es evallabk from Tm=s Plate InetRWe, 218 N. Lee Street, Sung 312, Nexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Saparcio Tw8775312 J38801 MV2 Valley 2 i Jab Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, ass i 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 14:25:49 2019 Page 1 ID:XSejz3wEnx9l3ZDjVujTzPyFOhu-XOBvKLHmhfFxG7kUfbmYGrl BGMnSh71 FUsMRdvyEyWm c an, F- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Vde0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Ver(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0,03 Vert(CT) n/a - BID 999 BCLL 0.0 ' Rep Stress nor YES WB 0.00 Horz(CT) -0.00 2 BIG BIG BCDL 10.0 Code FBC2017/7PI2014 Matfix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS, (lb/size) 1=47/2-0-0, 2=34/2-0-D, 3=13/2-0-0 Max Horz 1=30(LC 8) Max Uplift 1=-17(LC 8), 2=-36(LC 8) Max Grav 1=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. Scale = 1:6.9 PLATES GRIP MT20 244/190 Weight: S lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,Opsf; BCDL=6,Opsf; h=18ft; B=45ft; L=2411; eave=4ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to amount for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl with any other Ilve loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chard and any other members. 7) Bearing at Jolnt(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Jolnt(s) 1, 2. No 22839 O R %O P,A`O WalterP. Fine PE Nd:22839. MiTek USA, Inc. FL Cott 6830 69114 Parke East Blvd. Tampa FL 33610 Data: November27,2019 WARNING, -Vent, Amalpn Aa..at. and READ NOTES ON THIS ANOINCLHOEO AfTEK REFERENCE PAGE ANP7473 rev, f0.gY2016 BEFORE USE Design valid for usa any with MDek9 connectors. Thl9 design Is based only upon parameters shown, and Is for an Individual building camponi nat ��• a truss system. Before use, the building designer must verify the appllwbllity of design parameters and pmparly Incorporate th. design Into the overall building design. Bracing Indicated is to prevent buckling 0[nove l truss web antchord matter members only. Additional t=mparery and permanent bracing MiTek' Is swap required for stability and to prevent collapse with possible personal Injury and prei damage. Far general guidance regarding the fabticaton,¢lorage, tlellvery, creation ant boding oftmsses and truss systems. see ANSI?Pli Cli Ontario, DSB49 and Best Building Campetenr 6M4 Parke East Blvd, Sar9lylnftuneflon available from Truss Plate Institute,21B N. Lee Street, Suite 312, Alaaantrla, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Ply Sa parcio T78775313 J38801 kill 2 1 Job Reference (optional) East Coast Truss, Ft. Plerce, FL - 34946, 8.320 s Nov 19 2019 MITek Industries, Inc. Wed Nov 27 14:25:49 2019 Page 1 I D:XSejz3wEnx913ZDjVujTzPyFOhu-XO6vKLHmhfFxG7kUfbmYGrlBwMlvh71 FUsMRdvyEyvft 4-0M 4-0-0 i 24 W II LOADING (psi) SPACING- 2-0-f1 CS'. DEFL. In (Joe) Vdefl Ud TCLL 20.0 Plate GOP DOL 1.25 TC 0.25 Ven(LL) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Veri(CT) Na - n/a 999 BCLL 0.0 Rep Stress Ina YES W13 0.00 HOMPT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mat LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=116/4-D-0, 3=116/4-0-0 Max Hoa 1=73(LC 8) Max Uplift 1=-41(LC 8), 3=-71(LC 8) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown Scala-1:11.1 PLATES GRIP MT20 2441190 Weight: 13 Is FT=0% Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid tailing directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.0psi BCDL=6.0psi h=18ft; B=4511; L=24ft; eaveri Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection condalons, It is the responsibility of the fabricator to Increase plate sizes to account for these factors, 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s)1, 3. %%% jV_R FP as No 22839 = 0: :Irz 9O: i�i OF :�4/ss pJsTs+'..NA%� % Wafter P. Flan PE Ne:22839 MITek USA, Inc. FL Cat 66M 6904 Parke East Blvd. Tampa FL 33610 Date: November 27,2019 ®WARNING-Venlydasign pummel. aACREADNOTES ON riW AND INCLUDEV AIREKREFERENCE PAGE hi mv. 10N3109 BEFORE USE Design valid far use Only W I11 MITBk®ConnetlOR. This design 19 based only won parameters shown. and Is foran Indlr{dYBI building component. net e tress system, Before use, the building designer must verify the applkablllry oral parameters and properly Inmrperale this design Into the overall buildingdoagn. Bracing indicated is to prevent buckling ofindrAdual Wet web and/or chord members only. Addtllonaltampmry and permanent bracing M!Tek' Is always requited for stability and to prevent collapse with possible personal Injury and propedy damage, For general guidance regarding the rabrieatlon, storage, delivery en LHon and bracing of tresses and Imes systems, see ANSIMPH Quality Crfteda, DSB49 and BCSI Buffdlag ComPomnf Sa ershaf0rmai avaH.ble from Tres. Plate lnstRW..218 N. Lea Street, S.R.312, Alez.ndda. VA=314. Get Parka East BWd. Tampa, FL 36610 Job TrussTruss Type Qty Ply Saparcio T18775374 J38801 MV6 GABLE 2 7 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 2x3 8.320 s Nov 19 2019 MiTak Industries, )no Wed Nov 27 14:25:50 2019 Page 1 ID:XSejz3wEnx913ZD1V ujTzPyFOhu-7bgHXhIOSzNotGJhCJHnp3gBCm7RQeHOj W579LyEy1M LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well old TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L/a L) n - rda 999 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.0D n/a me BCDL 10.0 Cone FBC2017/FP12014 Matrix-P LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=190/6-M.3=190/6-0-0 Max Horz 1=119(LC 8) Max Uplift 1=-67(LC 8), 3=116(LC 8) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 file) or less except when shown 2.3 II 2X3 II Scale:3W.1. PLATES GRIP MT20 2441190 Weight: 20 lb FT=0% Structural wood sheathing directly applied or 6-0-0 0o purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDLW.OpsF BCDL-6.0psf h=18ft; 8=45ft; L-24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. tits the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nenconcument with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-D-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except at=lb) 3=116. 11111111I ,Al 01! SR P, Fiji" E IV A!"*" .� NO 22839 .Z O N 10 Walter P. Rnn PE No.228.39 MITek LISkIlia. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November27,2019 ®WARNING- Vadydpeignperamtforamu AO NOTES ON MSANDINCLUOEDMNERREFERENCEPAGEMIL7473,oe 1MV2016BEFORE USE Opel, velld Was. nVwM Mir.M.orm.cAma. This design Is based only upon parameters shown, and Is for an InclAdual building component. not e trade system. Birds uee, the We], d.dlgner must verify the appacablllly of design sometimes and property Intemperate thla design Into the o ntrell bulldIngdeagn.Brad, Indicated Is to prevent buckling of Individual truss web and/or short members only. Additlonal temporary and permanent bracing Mffek' Is always required far steblliry and to provent collapse with possible personal Injury and property damage. For general guidance regarding Ne fabrication. storage. doUvoryry madlon and bradm ng V trustee entl true, system$, a ANSIyrPll Castle, Cathode, DSB49 SCSI Building Component 6904 Perks East BIM. Seraylnbrmafion anUs I. ham Trade Plate Invitee,218 N. Lee Street, S0. 31Z Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Oly Ply Sapareio T1B775315 J38801 MV8 GABLE 2 1 Job Reference (optional) test coast truss, Ft. Place, FL-34946, 8.320S NOV 192019 MI I eKIndMM8S. Ind. Wee NOV Zr 14:ZO:ZLl 2sr3 II Scale =1:20.0 3 5 4 2x3 ' 1.4 II 2.3 II LOADING (psU SPACING- 2-0-0 CSI. DEFL. In (too) Vden Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Van(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inns YES WB 0.08 Hoa(CT) 0.00 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. lb/size) 1=85/8-0-0,4-112/8-0-0,5=331/8-0-0 Max Hom 1=165(LC 8) Max Uplift 4=69(LC a), 5=203(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-242/257 PLATES GRIP MT20 244/190 Weight: 29lb FT=O% Structural wood sheathing directly applied or 6.0-0 Gc purling, except end verticals. Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind; ASCE 7-10; VUII=160mph (3-second gust) Vasd=124mph; TCDLW.Opsf BCDL=6.OpsY h=18ft; B=45ft; L-241t; eave=oft; Cat. II; Exp C; Encl., GCpl=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its canter. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonlogical ant with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beadng plate Capable of withstanding 100 lb uplift at)oint(s) 4 except Uinta) 5=203. ��0�jF_R'I P �� i No 22839 ' y i it Walter P.Ann PE No,22839 Welt USA, Inc. FL Carr 66M 6904 Parke Fast Blvd. Tampa FL33610 Oats; November 27,2019 ® WARNING -Vadfydc£gaPvan,oranandREAD NOTES ONMSAND iNCWDEOMREKREFERENCEPAGE F94]4r3roef=31,2015arFOidsME Design valid for use only wet Mnek@ conneclors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must very the applicabilay of design parameters and pmpaM Incorporate this design Into the overall bulldingdesign, among lndlcmills to prevent buckling oflndlWdualtruss web anchor chord members only, Additional temporary and permanenbracing M!Tek' Is always resume for stability and to prevent collapse with possible personal lnury and property damage. For general guidance mgaming the repressor, storage. delivers, election and bracing of misses and Wss enema. see ANSImPIf Quality CrAnde, DSB419 and SCSI Building Compononl 69W Parke East Blvd. Seretylamation avaaablefmm Tmss Phlalnnane.218N.Lee Slmet.Suae312,Nl andda,VA22314. Tampa. FL 36610 Job Truss Truss Type Oly Ply Saparcio T18775316 J38801 MV10 GABLE 2 7 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, 8,320 a Nov 19 2019 MTek Industries, Inc. Wed Nov 27 14:25:46 2019 Page 7 ID:%Sejz3wErui913ZDjVujTzPyFOhu-6pRmhJFtOkIMPP)vzTCreDgZpBOPUIryou7nOayEy Wp Scala-1:23.2 2x3 � 1x4 115 420 II LOADING (ps) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) me - Na 999 TCDL 7.0 Lumbar DOL 1.26 BC 0.37 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 Horz(CT) -0.00 4 Na Flat BCDL 10.0 Code FBC2017/rP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 1=158/10-0-0, 4=92/10-0-0, 5=426/10.0-0 Max Ho¢ 1-212(LC 8) Max Uplift 1-9(LC 8), 4=-57(LC 8), 5=260(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. WEBS 2-5=303/315 PLATES GRIP MT20 244/190 Weight: 381b FT=0% Structural wood sheathing directly applied or 6-0.0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.0psf; BCDL=6.Opsf, h=1811; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors, 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) 1, 4 except at=lb) 5=260. al%iitifi I I1I11 I No 22839 90. OF :�� 4.ORIVs�oP:N, ,ss1ON AI 1 Walter P. Ann PE No.22839 MITek USA, Ine. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 27,2019 AWARNING -VoHrydeslenpazn)otaaanJ READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE M147472rov. 10.DV2015 BEFORE USE Design vatm arose only with MTei®conde a s. This design Is based only upon parameters shown, and is for an IndiOdual hulls irm axmperem. not ��' a truss system. Beare use, the bullding designer must verify the appleablity of design parameters and properly Incorporate this design Into the overall bulltli,rhislgn. Bracing lndicmed is a prevent buckling efindlOdual trues web and/or Chem members anti, Addttional temporary and permanent bracing MOW Is always required for sabllM and to prevent collapse with possible personal Injury and property, damage. Forgeneralguldancem amingthe Iabdceflon, storage, deiNery, eadion and bratlng MWeses and bass systems. we ARMPI10uaIHy CATd., DS849 sod SCSI Building Component e904 PeAe East SIAI. Sarelylnfermmson alallaple from Trusa Plata InHrtma, 2fe N. Lea Streal, Suhe ]1t Alaxentlda, VA IYJt4. Tampa, FL MID Job Truss Truss Type Qty Ply Saparcio T18775317 J38801 III GABLE 2 1 Job Reference (optional) test GOast truss, FI. Vleree, IYL-JAIII b.JZQ S NOV IV Zl MI I IsKInaU9lrlea, Ire WOO NOV Z I l 9:ZO:41 ZV IV Cage ID:XSeIz3wEnx913ZDIVujTzPyFOhu.a079vfGW927DOpa5XAk4BQDnAY29DCPy1YtLZOyEyWo Scale-1:27.9 4 3x4 i 7 6 6 1x4 11 1x4 II 2.4 It LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plata Grip DOL 1.25 TC 0.27 Van(LL) TCDL 7o Lumber DOL 1.25 BC 0.21 Vert(CT) BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) BCDL 10.0 Carle FBC2017ITP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SO No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SO No.3 BOT CHORD OTHERS 2x4 SO No.3 REACTIONS. All bearings 12-0-0. (Ib)- Max Holz 1=258(LC 8) Max Upl1H All uplift 100 he or less at Joints) 5 except 6=193(LC 8), 7=.181(LC 8) Max Grav All reactions 250 to or less at )oint(s) 1, 5 except 6=317(LC 1), 7=294(LC 1) FORCES, (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown In (too) I/deft L/d PLATES GRIP n/a - n/a 999 MT20 244/190 File - 111 999 0.00 5 111 DID Weight: 48 Ib FT = 0% Structural wood sheathing directly applied or 840 cc purlins, except end verticals, Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf, BCDL=6.Opsf; In left; B=45ft; L=24ft; shave=4tt; Cat. ll; Exp C; Encl., GCpl=0,18; MVVFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center, 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at )olnt(s) 5 except at=1b) 6=193, 7=181. No 22839 10 -a'4uFltn•- Walter P. Rnn PE No.22839 III USA, Inc. FL-0ert 6634 6904 Parka East BNd. Tampa FL 33610 Data: November 27,2019 ® WARNING -Vardyd 19 promotors and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MU7473rov. 10473/2015 BEFORE USE Design valid for use any with Mn.kW connectors. This design Is based only upon parameter shown, and Is for an fr of ldaal burning component, not e truss system. Before use the building designer must vedy the applicability of design parameters and properly Incorporate fhb design Into the Overall -p�•Y�• buildingdoogn. Bracing Indicated Is toproventbuckling oflndividualtruss web anchor chord membemonly. Adddiondtemporaryandperman.Mb..Ing WOW Is always required for stability and to prevent wlbpne with posslble personal tNury and properly damage. For general guidance regarding the labrlration, storage, delivery, erection and bracing of trusses and truss systems,see ANSgTP/f Quality Cdhda, Deal and BCSI Building Component 6904 Perk. East Blvd. Irshaylnfonnetlon availablefrom Tmse Plato Inelhuta, 218 N. Lea Blreel, 3use 312, Alexentltle, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saparcio TiB775318 J38801 MV14 GABLE 2 1 Job Reference (optional) .ass oass lmaa, rL rleroe, rL-avev0, C.33U S NOV la Zuia run exl emories,Inc. vi NOV xl 14:10:40 zu IV ragel I D:XSejz3wEnx913ZDjVujTzPyFOhu-3CYX67HBwL74ez915uFJkelvPyMyyfO6GCcu5SyEyWn Scale-1:32.7 3x4 ss 7 6 52.4 11 1x4 II 1x4 II LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (100) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 his n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SO No.3 TOP CHORD BOT CHORD 2x4 SO No.3 WEBS 2x4 SO No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-D-0. (Ii- Mex Hoa 1=305(LC8) Max Uplift All uplift 100 to or less ai Jolnt(s) 5 except 6=-171(LC 8), 7=-249(LC 8) Max Grant All reactions 25D III or less at Joint(s) 1, 5 except 6=348(LC 13), 7=405(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-2=-274/84 WEBS 2-7=-287/297 PLATES GRIP MT20 244/190 Weight: 58 lb FT=0% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf BCDL-6.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonce ncurre rid with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(e) 5 except gt=lb) 6=171, 7=249. Walter P. Ran PE No.22839 MITek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 27,2019 AWARNINC.-YddrydealgaParamaiwa and REND NOTES ON Mat AND INCLUUEDMIIEa REFERENCE PAGE A61-7473rw. 10MIZO15REFORE USE Design valid far use only with Wine, connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �f( a broad; system. Before use, the building designer must very, the appllwbllry of design parameters and properly Incorporate this design Into the overall buildiagdesign. Bradng indicatdl la to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, doebon and budding of Vusbas and tress systems, see ANSVTPH quality Crgada, DSB49 and SCSI Building component 6904 Parke East Blvd. Saferylnfora lon available from Truss Plate ImeaAe,216 N. Lee Street, Suite 312, Assumed.. VA 22314. Tampa, FL 36610 Job Truss Truss Type My PlySapardo T18775319 J38801 MV1s GABLE 2 1 Job Reference o Tonal East Coast Truss, FL Pierce, FL-34946, 3x4 G 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 2714:25:45 2019 Page 1 ID:XSejz3wEnxgl3ZDjVujTzPyFOhu-3CYX67HBwL74ez9I5uFJkelyjyNByfCGGCw5SyEyV4n 10 9 8 1a4 II 1x4 It 1x4 II 72x4 II Basic = 1:37.2 is-a-o LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.28 Vert(LL) n/a - me 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Inv YES WB 0.10 Hom(CT) 0.00 7 me are BCDL 10.0 Code FBC2017/-rP12014 Matrix-S Weight: 701b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 8-0-0 ac purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb)- Max Horz 1=351(LC8) Max Uplift All uplift 1001b or less at joint(s) 7 Except 8=-194(LC 8), 9=-179(LC 8), 10=-184(LC 8) Max Grav All reactions 2501b or less at Joint(s) 7, 1 except 8=387(LC 13). 9=290(LC 1). 10=303(LC 13) FORCES. (lb) - Max. Comp-tMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-349/80, 2-3=251/65 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL4.Opsf,, BCDL-6.OpsQ h=1 Bit: B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber COL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about as center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurfenl with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will 6l between the bottom chord and any other members, with BCDL - 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joinl(s) 7 except Ql=lb) 8=194,9=179,10-184. No 22839 U "ON AL Walter P. Finn PE No.22839 Milk USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November27,2019 ® WARNING -Vortfpdeslgnpmemelsrsand READ NOTES ON RIISANDINCLUDEDAgiEF REFERENCE PAGEA947173 mv. 10.19/101S BEFORE USE Design wMal for use onl/with Wake) connectors. This design Is based onrr upon parameters shown, end Is for an IMIvicual building componsin, not �� a tress System. Before use, the building designer must verily the appgWblity of design parameters and property Incorporate this design Into the o"mall bry udIngdeslgn. Bracing Indicated is to prevent buckling of lndlOdual tress web andlcr chad members only. Addltlonaitemporaand permanent bracing p�f MOW Is always required for siablldy and to prevent collapse with possole personal Injury and property damage. Forgenerdguldenceregardingihe fabrication, storage. delNeryry medl008nd braclog bruises and bass systems, see ANSIRTH comely Cnfeds, OSB49 and Owl Banding Component e604 Parka East Blvd. Sefelylnformmlon evaa. la (rem Tres Plata lnsN te, 218 N. Lee Stme1, SuAe 312, AJexandda, VA22314. Tampa, FL 361510 Job Truss Truss Type Oty Ply Saparclo T78775320 J38801 4 alley 2 1 Job Reference (optional) East Coast Truss, Ft. Plane, FL-3A946, Us i 5.00 12 2 ta.3ZU s Nov 19 2ute MI I eN mausmes, mC wee Nov Lt l9:za:Y1 zuIe raga I ID:%Sejz3wEnx913ZDIjVujTzPyFOhu-tMwoN2LWBtOMucSRSMjzNl mNS1 MOH e74CJ6yEyWn 2x4 = 2YJ LOADING (part SPACING- C51. DEFL. In (loc) feel Ud TCLL 20.0 Plate Grip DOL %0 1.25 TC 0,05 Ved(LL) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Ved(CT) ri - me 999 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hoa(CT) 0.00 3 n/a n1a BCDL 10.0 Cade FBC2017rrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=94/4-0.0, 3=94/4-0-0 Max Horz 1=16(LC 6) Max Uplift 1=45(LC 8), 3=-45(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. Scale=1:7.5 PLATES GRIP MT20 2441190 Weight: 10lb FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 Go puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL-4.Opsf; BCDL=6,Ops4 h=18ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. 0rr JER P No 22839 9'• sS t�W '�i�FS •. ,O R � Q • ��,0 O111111 0-N Walter P. Rim PE N022939 MiTek USA, Inc: R. Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: November 27,2019 ®WARNING -V.dyd•signpammelms antl READ NOTES ON MS ANDINCLUDED MITEBREFERENCE PAGE A047473mv. f"V20f5BUOREUSE Design valid for use onlyweh MR.M connectors. This design is based any upon parameters shown, and Is for an Individual bulltling component, not a Imes system. Before use, the building designer must vedry the eppbesbllgy of design parameters and property Incorporate this design Into the averall building design. Bracing Indicated is to prevent buckling 0 Individual was web and/or chord members only. Additional temporary and penchant bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabAealon, storage, delNBly,erection and bracing ofthisse9 and Was systems, see ANSI'll closely CrIeals, DSB49 and SCSI Building Component 69" Perk. East Blvd. Sereyndormarlon available from Truss Plata Ineteute, 21B N. Lee Street, Suite 312. Assumed, VA 22314. Tampa, FL 30610 Job Truss Tmse Type Oty Ply Saparcio T18775321 J38801 VB Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, tx3 4 8.320 s Nov 19 2019 Wok Industries, Inc. Wed Nov 2714:25:55 2019 Page 1 ID:%Sejz3wEnx913ZDIYuT3PyFOhu-MYUAeOM%GV04_2Bo?OyASY87noS5rv8mpmrYyEyWg 3x4 = LOADING (psp SPACING- 2-0-0 CSI. DEFL. in floc) Won L/d TCLL 20.0 Plate Grip DOL 1,25 TC 0.28 Van(LL) n/a - We 999 TCDL 7.0 Lumber DOL 1.25 Be 0.18 Ven(CT) We - We 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.04 Hoa(CT) 0.00 3 n1a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-P LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1-118/8-0-0, 3=118/8-0-0, 4-248/e-0-0 Max Harz 1=42(LC 7) Max Uplift 1=75(LC 8).3=75(1_C 8). 4=85(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 2x3 5.1e=1:14.6 PLATES GRIP MT20 244/190 Weight: 241b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vas,1024mph; TCDL=4.Opsf, BCDL=6.Opsf h=18ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumbar DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. his the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 test bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical wnnection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s)1, 3, 4. ISR �P rF!,1rf,,� IV No 22839 OA3; O R 1 Q P,.' Walter P. Rnn PE No.22839. Mfrek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa R33610 Date: November 27,2019 ®WARMNO-VM$ydoalgnparamolara and READ NOTES ON MS AND INCi.UDEDIATER REFERENCE PAGE ,141 10.93R0f5 BEFORE USE Design valid far use onbwith WOOD connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a Wes system. Before use, the bulldingdodgner must sorry the appOcablihy, of design parametersand property Incarcerate Nis design into the overall buildingdeslgn. Bracing indicated Is to prevent backiingoflndlVduaitruss web andlorchord members any. Adddlunaltemporary and permanent bracing WOW is always required for arability and to prevent collapse with passible personal injuyrud propeM damage. For general guidance regarding the fabrication, storage, delivery, erschan and bracing oftrusses and bass systems, sea ANGVTPIf Quality Canada, DSB49 end BCS/ Building Component e904 Parke East Blvd. Sefey/nformadoe evallabie fact Tress Plate InalgNe,218 N.Lee Error. Sure 31Z Alexandra, VA 22314. Tampa, FL=10 Job N99 TNss Type Gty Ply, 5aparcio T18775322 J38801 12 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.320 s Nov 19 2019 Mil Industries, Inc. Wed Nov 27 14:25:51 2019 Page 1 ID:%Seiz3wEnx9l3ZDIVujTzPyFOhu-TnEfIOJODGVfVQWmOo0LGNOTGLF90TYyArVinyEyM Basis-1:18.9 See = 4 3x4 i 1x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ved(LL) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 HOR(CT) 0.00 3 Na n/a BCDL 10.0 Coale FBC2017rrP12014 Matrix-S Weight: 381b FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=170/12-0-0,3=170f12-0-0,4-439/12-0-0 Max Harz 1=-67(LC 6) Max Uplift 1=-98(LC 8), 3=-98(LC 8), 4-182(LC 6) Max Grav 1=175(LC 17), 3=175(LC 18), 4=439(LC 1) FORCES. file) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. WEBS 24=-288/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.0psf; BCDL=6,Opsf hot 8ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Goble requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jolnt(s) 1, 3 except pt=lb) 4=182. ..%%JER'�'rIIIS F��O NO 22839 9 • A F l�4ty a.. •,�S'S��NA� EC1% Walter P. RnR PE No22839 MITelfUSA, inc: FL Cert 66M 6904 Padre East Blvd. Tampa FL 33810 Data: November 27,2019 ®WARNING- Vedrydesiga palamaleaandREAD NOTES ON MSANDINCLUOED mNEKREFERFNCEPAGE All rev. 1MV2015 BEFORE USE veld for use onlywM Mnek®connectors. This design Is based Doty upon parameters shown, and is for an Ind,idual building component, not Mal' a truss System. Before use, the building designer must ved ythe applicability of design parameters and properly Incorporate this design Into the nWmlt buildingdasign. Bracing Indicated Is to prevent buckling ofinelNduel Wee web and/or choral members only. Additional temporary and permanent bracing MiTek' Is always required for stablay and to prevent collapse with possible personal Injury and property damage. For general guidance regarding rue fabrication. storage, Spillway, Section and lambing of trusses and truss systems, see ANSIV If Ouamy Crtterle, DSB49 and BCS/ Building Component e904 Perko East BNd. thdoorinfamemor n evagabie Item TNss Plate InsthNe.218 N. Lee Street, Suge 312, AJexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saparcio T18775323 J38801 V16 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946. 8.320 s Nov 19 2019 MiTek Industries. Ina Wed Nov 27 14:25.52 2019 Scale - 1:25.3 ANA = 3x4 9 7 8 G 1x4 II 1x4 II 1x4 II 3xd C 16-0 LOADING (psQ SPACING. 2-0-0 CSI. DEFL. in (too) Ilde6 Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.27 Ven(LL) n1a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(CT) 0.00 5 BIG n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-S Weight: 55 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (Ib)- Max Horz 1=92(LC7) Max Uplift All uplift 100 lb or less atjolnt(s)1, 5,7 except 8=-198(LC 8), 6=-198(LC 8) Max Grav All reactions 2501E or less al jolnt(s) 1, 5 except 7=262(LC 1), 8=318(LC 17), 6=31 B(LC 18) FORCES. (16) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL-0.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide Will id between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 5, 7 except Ut=1b) 8=198. 6=198. No 22839 9O: OF �OR10�1, Walter P. Rain PE No.22839 MTek USA, Inc. R- Can 6634 6904 Parka East Blvd. Tampa FL33610 Date: November 27,2019 WARNING- VUNrydaslgnpardmvIsrsand READNOTES ON TOSANDINCLUDEDM?ERREFERENCEPAGEhV}7473mv ION31200 BEFORE USE valid for use call MTeNS cannectors. This design Is based only upon parameters shown, and Is as an Individual building component, not Nil' a pass system. asked use, the building designarmust wally has appicabllay of deeign parameters and property InccNorate this deal, into the overag bulldingdosign. Bracing Indicated is to prevent buckling ofindlNdualfunweb mdVor chord members only. Additional temporary and permanent bracing MiTOW la slweye retrained far.hullity and to prevent toile,. with possible personal Injury and property damage. For general guldanca regarding the fabrication. stodge,delivery, creation and bracing oftrusses and truss systems, see ANSSFFI1 Duality CdMda, DSB49 and Beef BUIlding Component Parke East Bind. Solerylnlormatran available lam Tmss Plate IngdWe, 218 N. Lee streak Sute 312, Alexandla, VA22314. Ta00 Tempe, FL 36610 Jab Truss Truss Type Oty Ply Sapardo T78775324 J38801 0 GABLE 1 1 Job Reference o tional East Coast Truss, Fl. Pierce, FL-34946, Aso = 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 2714:25:52 2019 Scale-1:31.6 Sad 4 8 7 6 3x4 C 1.4 II 5x5 = 1.4 II Plate Offsets (X Y)— 17:0.2-8 0-3-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) gdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) rda - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) nla - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WE 0.09 Hom(CT) 0.00 5 Na n/a BCDL 10.0 Code FBC2017rrP12014 Metfix-S Weight: 71 Be FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oa bracing. REACTIONS. All bearings 20-0.0. (lb)- Max Harz 1=-118(LC6) Max Uplift All uplift 100 lb or less atjelnt(s) 1, 5 except 8=263(LC 8), 6=-263(LC 8) Max Grav All reactions 250 to or less at joint(s) 1, 5, 7 except 8=427(LC 17), 6=427(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. WEBS 2-8=-305/314, 4-6=305/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL-1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chard bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will 8t between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at Jolnl(s) 1, 5 except (Jt=1b) 8=263, 6=263. �•`,,,3�P��G E ...... SF7titi ��4 ` No 22839 L Date: November27,2019 ®WARNING -VarslydasignpanmetarsanJREAD NOTES ON MSAND INCLUDED MITEN REFERENCE PAGE M0.7473m, 10..VW015 BEFORE USE. valid far me only wish MITek® canneoWre. This design Is based only upon paremateq shown. and Is loran In llvdual balding component, not DUE' a truss system. Before ese, the building designermuq venfy on, f'a appbilXyof design parameters and prepedy Inwrpofata SIe design Into the oWds l bulldingdeslgn. Binding Indicated Is to prevent buckling oflndlNduel Was web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always soared for statellily and to prevent collapse Cobh possible personal Injury and paoAdy damage. Forgeneur guldame regarding Se fabrication, Mange. deliveryryoredion and bracing oltrusses and Russ systems,see ANSM11 Duelle, Ciferla, D$BAS and SCSI Building Component Salelylnformetion imm Two Plata InsiXuta, 218 N. Lee street. SUXa 312 Almandtla, VA 22316. 69N Parke East Blv9. avallabla Tampa, FL 36610 Job Truss TRUSS Type Oty Ply Saparcio T18775325 J38801 V24 GABLE 1 1 Job Reference (optional) test coast l russ, H. Tierce, eL-e4B4e, 4x4 = o.Aau s nov m au is cam an nauauiec,u,.. vvou nuv 271 Basis -1:37.9 3x4 i 12 11 10 9 a 3x4 ix4 II 1x4 II SAS = 1.4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.16 Vall (LL) Rule - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) life n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Hom(CT) 0.00 7 me n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-S Weight: 901to FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-0-0 (lb) - Max Holz 1=143(LC 7) Max Uplift All uplift 1001b or less al jolnt(s) 1, 7 except 11=-195(LC 8), 12=180(LC 8), 9=-195(LC 8), 8=-180(LC 8) Max Grav All reactions 2501b or less aljolme) 1, 7 except 10=262(LC 1). 11=315(LC 17), 12=298(LC 1), 9=315(LC 18). 8=296(LC 1) FORCES. (Ib) - Max. CompJMax. Tan. -All forces 250 (In) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL-6.Opsh h=18ft; B=45ft; L=24fl; mull Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to amount for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Uklb) 11=195, 12=180, 9=195, 8=180. \1111111►►► i� NO 22339 Walter P. Finn PE No.2PB39 MITek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33010 Dale: November 27,2019 &WARNING - Veiny dosIgnpaonoters and READ NOTES ON THIS AND INCLUDED Al REFERENCE PAGE MII.7473 rev. 14VV2015 BEFORE USE. Design valid for use onywith MnaMccnnectors. This design is based an, upon parameters shown, and is for an Incentive! building component not atress system. Before use, the building designer must verl to applicability of design parameters and proper Incoryorate this design Into the owmll bullelag design. Dancing indicated la to pretreat buckling ofndiNdual lass web andror Grand members only. Aheiional temporary and paimanaM bmcing Wok' Is always required for stability and to prewnt collapse with possible personal Injury and proper damage, Forgeneralguicenmregandingtra IebdWgbn, slorege, deWery arsdion endbeefing GlWaseseM Vasa ¢ysteme, see ANSM11 Quality Crlt4ria, DSB,419 and BCSI Bullring Component Sareylnformalon aware Is from Trade Plato Insane, 218 N. Lea Street, Suite 312, Merchant, VA 22314. 6901 P.*. East BNe. Tampa, FL 3010 Job russTypeOty Ply SaparcioT78775326 J38801 LV28ss GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.320 s Nov 192019 MTek Industnes, Ina Wed Nov2714:25:54 2019 Pagel ID:XSejz3wEnx913ZDljVuTzPyFOhu.tMwoN2LWB1DMucSRBMjzv7zONRgMNV e74CJ6yEyWh 14-00 1 280-0 14-0-0 14-0-0 Scala=1:442 4x4 = 3x4 G 12 11 10 9 a 3x4 C tx4 It 1.4 11 yug = 1.4 II 1.4 II Plate Offsets (X Y)— 110:0-2-8 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In floc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n1a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) file - file 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 Horz(CT) 0.00 7 Ne Tie SCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 1091b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 640 0o pur ins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0Do bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 28-0-0. (lb)- Max Hom 1=180(LC 7) Max Uplift All uplift 1001b or less at)oint(s) 1, 7 except l l=-171(LC 8), 12=249(LC 8), 9=171(LC 8). 8=-249(1_C 8) Max Grav All reactions 250 lb or less at joinl(s) 1, 7 except 10=400(LC 13), 11=338(LC 13), 12=408(LC 13). 9=338(LC 14),8=408(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. WEBS 2-12=2951298. 6-8=2951298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.OpsY h=18ft; B=45f : L=28ft; eave=4N; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconnunent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL =10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 1, 7 except ft=lb) 11=171,12=249,9=171,8=249. No 22839 i ORI�PCj�=% F p�s`Si�NA11 'Ea���� Walter P. Flo PE No.22839 Milk USA, Ind. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Bata: November 27,2019 ®WARNING- Vedrydosign Oaeaivelers end READ NOTES ON MS ANDINCLUDEOMITEx REFERENCE PAGE AVP7473 rw. 10MV2015 BEFORE USE. vaild for use only wM Mess, connestors.Thb design is based on"on parameters Shawn, and Is fora Individual bulEng component, not Bel' a buss system. Before use, the InExog designer must vetlymiWy e Witeas of design pammaters and properly Incorporate Ibis design Into the overall bulldingdosign. Bracing indicated is to prevent Welding oflndMdual loss web anwor chard members only. Additional temporary and permanent bredng MiTek' is Sways requeed for slablBy and to prevent mgapm wbb poswitt personal Injury and presets damage. For general guidance regarding the fabrNatian, Morage, delivery. emotion and brarNg afnssea and Dust systems, see ANSV7MI Quality Cilteda,DSB-0a end SCSI Building Component Sale Parke East BM. Salerylnfsmudian axagablefmm Tmsa RmeInAR0,21eN.Leea M,Sub.312,NexandM.VA22314. Tempe, 11 35510 Job rues Truss Type Oty Ply Separcio T78775327 J38801 ZCJ1 Jack -Open 12 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, 243 = 8.320 s Nov 19 2019 MiTek Industries. Inc. Wed Nov 27 14:25:56 2019 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lot) Udell L/d TCLL 20.0 Plate GNP DOL 1.25 TO 0.21 Verti 0.00 5 -999 240 TCDL 7.0 Lumber DOL 1.25 BC 0,03 Verti 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES We 0.00 Hoa(CT) 0.00 4 miss We BCDL 10.0 Code FBC2017/rP12014 Malrlx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=-2/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=69(LC 8) Max Uplift 3=-2(LC 1).2=-201(LC 8), 4=15(LC 1) Max Gran, 3=20(LC 8). 2=158(LC 1), 4=45(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1d) or less except when shown. Scale =1:8.B PLATES GRIP MT20 244/190 Weight: 5lb FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied or 0.11-4 cc purlins. BOT CHORD Rigid telling directly applied or 10.0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.Opsf BCDL-6.Opsf; flat 8ft; B=4511; L-24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to amount for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chard live load nommncunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6l between the bottom chord and any other members. 6) Refer to girder(s) for truss to Wes Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3, 4 except at=lb) 2=201. ,`\p111111/1q4 % j ER P, �•� P�Fly �' No 22839 41 F 4 q Ss'.CpRlOP ���% i�`;,ONA' �C 11�. Walter P. Rnn PE Na.22839 MRek USA, Inc. FL Cart 6634 6904 Padre East Bind. Tampa FL 33610 Date: November 27,2019 &WARNING- warily Easlanpaanwrasantl READ NOTES ON This; AND INCLUDED ANTEKREFERENCE PAGE 40LT473rw. 10N3I201SGO'CRE USE �- Design valid for uee orywilh Mmek®connectore. The design IS based only upon parameters shown, and Is for an IndMdual buieng component, net a lmn system. Before use, the hulking deggner mug assured epplicabllpy of desgn parametem and properly Incomorate Nis design Into the moral beldingdeslgn. Bracing Indicated Is to prevent budding&Indiddual truss web andiorohorel members only. Additional temporary and permanent bracing MiTek' Is always required for o ability and to prevent collapse with possible personal injury and prspeM damage. Far generel guldame regarding the lebdugon, sla�egge, tlegvery,ereglon end breclnp allNeae6 a0tl Wee rygame, see ANSI7Rf Quality Contra, DSB49 and 9CSI Building Component 6904 Parka East BIM. Salprylnfamdaflon evapable from Tress PlgeingpWa, 21B N.Lee Street. Sutle 312 Alasendda. VA 22314. Tampa, FL 36610 Jab Truss Trues Type Oty Ply Separcia T18775328 J36801 ZCJ3 Jack -Open 8 1 Job Reference (optional) Truss, Ft. Pience, FL-34946, 2.3 = 8.320 s Nov 19 2019 MTek Industries, Inc Wed Nov 27 14:25:562019 Saxe -1:10.0 2-114 LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 401 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 3 Na We SCOL 10.0 Code FBC2017/rP12014 Matrlx-MP Weight: 11 lb FT-0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-114 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0.8-0, 4.31/Mechanical Max Hou 2=114(LC 8) Max Uplift 3=49(LC 8), 2=168(LC 8) Max Grav 3=60(LC 13), 2=195(LC 1), 4=48(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Who: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf BCDL=6.Ops1; h=18ft; B=45ft; L-24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for mesa factors. 3) Plates checked for a plus or minus 0 degree relation about its center. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurtent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-D wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3 except Ut=lb) 2=168. ,`%%111111181III %p1P�(ER P. �/4, i No 22839 �� : `OF :4 10�iT�a • OR 11D Q' ��_+�� iy�Ss'ONA1 1ST%% Waiter P. Flnn PE ND22839 MTak USA,, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33810 Date: November 27,2019 hLWARNING-VenyEepgnpuaam1. antl READ NOTES ON DVS ANDINCLUDEDGtrER REFERENCE PAGEA6L7472 roe 1MV2015 BEFORE USE Design valid for use only with MRek®connecto s. This design is based only upon parameters shown, and Is for an Individual buschng component, not a tress sychn. Before use, the building dodgnermuldverlfy The applicability of design parameters and property Incorporate this design Into the overall bulWngdeslgn. eroding indicated is to prowled trucking d atiddual thus web anchor chord members only. Additionettempomgandpermanenlbredng MiTek' Is always required for pettily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the reversed,Storage,delivery, election and bracing of WssBs and fault systems. see ANSIMP11 Oua11y Coffee, DSBe9 end Bea/ Bullding Component Saleylnformallon avageble from Truss Pipe lnsWNe, 21B N. Lea arrest, 6uae 312, Alexandria, VA 2231d. 691 Parks East BIM. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saparclo T18775329 J35801 ZCJ3T Jack -Open 4 1 Job Reference loofone0 I East Coast Truss, Ft. Pierce, FL - 34948, 8.320 s Noy 19 2019 MfTek Industries, Inc. wea Nov 27 T4:25:51 zule rage 1 • ID:XSejz3wE0z913ZDjVu)TzPyFOhu-ixbx74Nno6GoDLL17HvGbXdVWaUUZJt0K51svRyEyWe -1<a 2-0-0 z-11-0 1 -0-0 2.0.0 I am Scale-1:10.8 24 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) 9deg Lld PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.21 Veri 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.02 Holz(CT) .0.00 5 rVa n1a BCDL 10.0 Code FBC2017/TP12014 Matrlx-MP Weight: 131b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2.11.4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=81/Mechanical, 2=19510-8-0, 5=9/1blechanical Max Harz 2=114(LC 8) Max Uplift 4=43(LC 8), 2=-168(LC 6) Max Grew 4=84(LC 13), 2=195(LC 1), 5.18(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shaven NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Dps1; BCDL=6.0psf; h=188; B=45ft; L=24ft; eeve=4111; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection canditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about His center. 4) This truss has been designed for a 10.0 psf bottom chard live load noncanwmenl with any other live loads. 5) • This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide betweenwill fit bottommembers. 3P 1 6) Refer ogirder(s) f truss to truss connections. ,,JER F!,,, /41 nl(e) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jol4 except Ut=1h) %` Qom,..... �.��GENg;'L'��. 2=168. .` .� No 22839 0: ;4U A F iO1 � ��i tCSi •. O R 1 � • ��` � fONA4 4��G Waiter P.Finn PE No22 G MITA USA, Inc. R. Cart 6634 6904 Parke Fast Blvd. Tampa R.33610 Bale: November 27,2019 &WARNING-Vedrydualanjamanwrars and REA➢NOTES ON THIS ANDINCLUDE➢MlTENREFERENCE PAGE AIM7473nn, 10.XV2015BEFORE USE �e Design valid for use only won M➢eW correctors. This design Is based only upon parameters shown, and is for an Individual building component, net �. a truss sidecar. Before use, the building designer must verify 0e appiralasy, of design parameters and property Intemperate this design Into like overt `a bulicingdesign. Bracing Included Is to prevent buckling ofindNduat truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always raguked for Vabldi to prerem wRep.. won possible personal Injury end property damage. Forgeneralgulcancemgardingthe fabrication, storage, debts,erection and bracing of trusses and trusssystems, sea ANSUTPll Dually Cdfae., DS949 and Goal Building compressed 6904 Parke East BNd. SeAdylnlmmetfon evadable from Truss Plate courts,218 N.Lee street. Suite 31Z Almodda, VA22314. Tempe, FL 361110 Job Truss Truss Type Oty Ply J38801 ZCJS Jack -Open 8 [aparcin,T10775330 1ob Reference (optional) East Coast Tway, Ft. Pierce, FL-34946, 8.3ZO S NOV 192U19 MI I ex moustnes, Inc. used Nov 411 A:4o:ol zui a ragoI ID:XSejz3wEnx913ZDIVulTzPyFOhu-Ixbx74Nno6GoDLL17HvQbXdSAa00ZIOQK51svRyEywo -0-0 4-114 1-0-0 I 4-114 Scale=1:14.9 ad = 4.11-0 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.05 4.7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 3 n/a BID BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 181b FT so 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=113/Mechanlcel, 2=262/0-8-0, 4=57/Mechanical Max Hom 2=161(LC 8) Max Uplift 3=-104(LC 8), 2=-182(LC 8) Max Grav 3=114(LC 13), 2-262(LC 1), 4=85(LC 3) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL-4.OpsY BCDL=6.Opst h=18ft; B=45ft; L-2411; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 6s center. 4) This truss has been designed for a 10.0 psf bottom chord live load ncnconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=104, 2=182. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,,Qp, 11111/I�, •�\ S'F' psi i No 22839 Walter P. Him PE No.22839 MITek USA, )nor FL Cert 8884 6904 Parke East Blvd. Tampa FL 33610 Date; November 27,2019 ®WARNING -Vadlydas)Dnpmmnelmeand READ NOTES ON THIS AND INCLUDED ANTENREFERENCE PAGE Nu7473.. 10.1134016 BEFORE USE Design Valid far use ony wMb MRek®connadon. Thla design Is based only upon pemmelns shown, and is for an Im1IVdual building component, not a Was system. Before use, the bugding designer must verify the applicability of design parameters and properly bccrporate Ihls design Into be overall bulldingdesign. Bracing Indicated is to prevent buckling oflndlNdual lmss web andlor chord members only. Mddlonal temporary and permanent bracing MiTek' Isalwaye.storatlforalebilby pmpeMdamege. eraerfa, Cagepsewdbpoand S0r9ardSbe as of.11nluryentl fabricetlorl. storage. tlanflableftmnmdbradngofle.218.Vu&MM,m4031 ANSVFP/1Ovally Cdfado, OSBA9 entl BLSl aulltllna Component r.ploandbr Quality Tam Parke East Blvd. Belerylnlomleflon evaeabla hom Truss Plate lnstAme, Z1B N. Lee Simel.5ude atg, Alnendda, VAY2316. Tempe, FL 36610 Job Nsa TNss Type Gty Ply Saparcio rlens3.31 J38BOl ZCJ5T Jack-0pen 4 1 Job Reference loptionall East Coast Truss, FL Pierce, FL-34945, d.4Zu 5 Nov l 9 LUl S mu ex mousmes, I= wee Nov a'.:o:x a i a ragas IDXSejz3wEnx913ZDjVuITzPYFOhu-m79JDGOPZGOfrVwDg_GfBAYL o01ChaZ120StyEyWd • -0-0 I --7-3 -1 1I 2237-3 14.d LOADING (psf) SPACING- 2- CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 TCDL 7.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 Rep Stress Ina YES WB 0.04 BCDL 10.0 Code FBC2017fTP12014 MatrbaAS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. Ub/size) 5=158/Mechanical, 2=262/0-M, 6=13/Mechanical Max Herz 2=161(LC 8) Max Uplift 5=103(LC 8), 2-182(LC 8) Max Grav 5=159(LC 13), 2=262(LC 1). 6=26(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All farces 250 (Ib) or less except when shown. Scale =1:14.9 fb DEFL. in (too) 1/den Ud PLATES GRIP Vert(L-) 0.09 8 -679 240 MT20 2441190 Vert(CT) -0.11 8 >535 180 Horz(CT) -0.02 6 FIB Na Weight: 201b FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.0ps/; BCDL=6.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcoment with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qt=lb) 5=103,2=182. 8) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11111111q p�1� JSR P. �'qe I '' ....IN.. ENS Al ti Z No 22839 � r 9' S :�4u OR \ O=�� ONA �%EC`%"' Walter P. Finn PE No22839 MfTek USA. Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL33610 Data: November 27,2019 ®WARNING -Podry design pmamofera anCREAD NOTES ON THISAND INCLUDED INTER REFERENCE PAGE 1411,7473 r 1MV2016 BEFORE USE Design vald for use only wan MTek® connectors. Us design Is bash any upon parameters shorn, and Is for an IndMdual Wgdng component net �R- e Wss system Before use, the building designer must early Ore epploabirdy or design parameter and properly la.MeAd. this design We the overall bulldingdesign. BmelngindicetedbtopreventbUc gdhdMdualV SlWeban&WODMMembersony. AddRIonallemporan, and permanentbracing `( M!Tek' Is always Required for stability and to prevem wlapee wlh Nestle persmul Njuty and Property damage. Forgenered guldame regarding me fabrlsalldn, dorage,deiNery,eradian and bradng atinses arse truss systems, see ANSMII CueIRy carton., DSBA9 and SCSI Building Component 6904 Perks Eon Bhd. SBrmylnPo7mmlOn avagable Nom TNss Role lndlMa,]IeN. Lee Sired, Suee 3lg, Alaxandda. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saparcio J38601 ZEJ7 Jadc-0pen 25 1 Job Reference optional)T18775332 East Coast Truss, FL Pierce, FL . 34946, er«18 8.320 s Nov 19 2019 MITek Industries, Inc. Wed Nov 2714:25:58 2019 Page 1 Scale=1:2D.3 740 Plate Offsets (X Y)— 12:0-1-2 Ednel LOADING (pst) SPACING. 2-0-0 CSI. DEFL. in (loc) Ildell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.14 4-7 -605 240 MT20 2441190 TCDL 7A Lumber DOL 1.25 BC 0.80 Vert(CT) -0.21 4.7 >397 18D BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 241b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 GOT CHORD Rigid ceiling directly applied. REACTIONS. (Iblsize) 3=169/Mechanical, 2=336/0.8-0, 4=81/Mechanical Max Harz 2=208(LC 8) Max Uplift 3=158(LC 8), 2=2D4(LC 8) Max Grav 3=169(LC 1). 2=336(LC 1), 4=121(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=16Cmph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.OpsF h=18ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about he center. 4) This truss has been designed for a 10.0 pat bottom chord live load noncencufrant with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will rd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. ,�� .�gp p. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at Joint(s) except at=lb) ���P�•,.••••• E�/S •' ��i 3=158,2=204. 8) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 112" gypsum ,�� �C _2 �� V F•• �� sheetrock be applied directly to the bottom chord. Z No 22839 OF O •��J• itC••�OR1QP Walter P, Finn PE No.PZ339 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL33610 Date: November27,2019 ®WARNING -Vmlrxda99n Pa,am1w,s and READ NOTES ON rr05ANDINCLUREDMTER REFERENCE PAGE 1047473 vv, 10..T=015 BEFORE USE, '-■�' Dealge valid for use Cal/With MITek.® correctors. Inds design 13 based My Pon Parancetem enVNn, and Is Its an Individual bugding component, Act a Mass system Before use, the bWldmg designer most way W appgrabiNy, of design parameters and properly Moorlands Nis design Into the overall i�.,■q buildingd.lign. Bracing Indicated is to prevent bucking of lndMdual truss web mother Nord members any. A4ddional lempumry and permMent bradng MiTek' is always required for slablay and to present coaapse with possible personal MLay and pmpeay damage. ForgenamIguldanceregardingthe IabaMean, slomAe, daAvery erection and Instant ofterses and buss systems,aon ANSNIPIf 0.1fly CMode, DS849 and SCSI Building Componanf 6904 Pafae End BALL SelefyinformaDon ewagary�le from TrussPlate lnstbme.210 N. Lea Street. Sude312Ahoandda,VA22314. Tense, FL 36610 Job Truss Truss Type Oty, Ply Saparcio T18775333 J38801 ZEJ7T Jack -Open 9 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34948, 8.320 s Nov 192019 MTek Industries, Inc. Wed Nov 27 14:25:59 2019 Pagel ID:%Sejz3wEnx913ZDjVuTzPyFChu-EJjhOmPlKkW WSfVPEivugyihdO7P1en)oPnz_KyEyWc -1d-0 2.0-0 &73 74)-0 14-0 I 2-0-0 I 1-7-3 I 3b13 W = LOADING (psQ SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.88 TOOL 7.0 Lumber DOL 1.25 BC 0.31 BCLL 0.0 ' Rep Stress Inv YES WB 0.11 BCDL 10.0 Code FBC2017frP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=216/Mechanical, 2=336/0.8-0, 6=33/Mechanical Max Horz 2=208(LC 8) Max Uplift 5=-167(LC 8), 2=204(LC 8) Max Grav 5=217(LC 13). 2=336(LC 1), 6=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-548/156 BOTCHORD 2-8=-286/534, 7-8=283/543 WEBB 4-7=-99/296, 3-7=452/244 Scala=1:19.0 IR DEFL. In (loc) Ildeft L/d PLATES GRIP Vert(LL) 0.27 7 >314 240 MT20 244/190 Verf -0.30 7 >278 180 Hom(CT) 0.06 6 Na n/a Weight: 291b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-seci gust) Vasd=124mph; TCDL-4.Ops1; BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencement with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will 0t between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at)oint(s) except (jt=11b) 5=167,2=204. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 4%%,,�PV�G E NSFa2i No 22839 9O; . A F ;[ly� �Z ����SS��NA� EpC �,• Walter P. Firm PE No22839 MTek USA, Ino. FL Cart 6634 6904 Paden East Blvd. Tampa FL 33610 Data: November 27,2019 ®WARKING-VedlydesIm1uo.b ndREAVNOTESONTHISMDINCLODEOIATEKREFERENCEPAGEArime10MV2015BEFOREME �e Design veik foruae e*.M MTek® oamedam. We despn la based only upon paremelers:hwm, and Is far an IMINtlual Wiens component nN t�yy ty�• . truss system. Before use, Na building deskgnermuslve0rythe epp9cabgdy of design meamatere and poply incorporate Wb tl.dgn We theevemll bullangdesign. Bracing indcetod Is to present buckling ohNdrridual Vuasweb andiorMprd members only. Mtltional temporary and permanent bracing �-�•YY MTek' Is ekvays reeu'vetl for atebTey entl to prevent wAapsew.b posside perso,al injury end pmpeMdamaga. Ferearmal guWs. regarding Me habitation, storage. deiiverii. eredbn and bri afwsses and truss "am,see AN=PH qualiyCrkede, OSS49 and Best Building Component 6904 Pak. East Blvd. Seetylohermmlan available fmm Truss Plate Inslbule, 218 N. Lea Street au0e ]11, PlexanOria, VA 22a14. Tang; M 36810 Job Truss Type Dry Ply T78775334 J38801 Plis, Diagonal Hip Girder �Saparclo 4 1 Job Reference (optional) East Coast Truss, Ft. Plante, FL-34946, 8.320 s Nov 19 2019 MiTek Industries, Inc Wed Nov 2714:26:00 2DI9 Page 1 ID:XSejz3wEnx913ZD1VujTzPyFOhu-iW H3d50f5leN4p4=PT7DAFzOoDym1 ktO3X%WmyEyWb Bonds-1.22.1 1d 2x4 = NAILED NAILED •� NAILED 5 5.2.9 4.7-8 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (lot) Udell L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.39 Vert(LL) -0.03 6.7 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) .0.08 6.7 >999 180 BCLL 0.0 ' Rep Stress Ina NO We 0.32 Hom(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 411b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=123/Mechanlml,2=516/0-10-15,5=329/Mechanical Max Holz 2=208(LC 8) Max Uplift 4=119(LC 8), 2-326(LC 8), 5-103(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-863/274 BOT CHORD 2-7=-373/804, 6-7=-373/804 WEBS 3-7=0/281, 3-6=8561397 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Dpsf; h=18ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (dkectional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. 11 is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=1b) 4=119,2=326,5=103. 8) "NAILED" Indicates 3-1 Od (0.148x3) or 2-12d (0.148•x3.25•) toe-nalis per ND6 guidllnes. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=54, 5.8=20 Concentrated Loads (Ib) Vert: 12=74(F=37, 8=37) 14=11(F-6, B=6) 15=58(F=29, B=29) P�� G E N !F/4e No 22839 9 • A F. :4u� 'OAF O R 1 O P, N Walter P. Rim PE No.22B39 MFIbk USA, Inc: FL Cert6834 6904 Parke East Blvd. Tampa R.33610 Date: November27,2019 ,&WARMND- Venal Eeslgnperanx m1REAO NOTES ON TI85 ANDINCLUDED AUTERREFERENCEPAGE NP71F3 row. f"NZ016 BEFORE USE Design valid for use or ywith MBeM connectors. This design b based only upon paameers shown, and is for an Ind[Vdual buldleg mmponenl, not o Vusa synem. Before use, the building designer must.edly the eppacabutyof design parameters and property Incoryomte thin, design Walter owarall boidingdeslgn. Bmcing indicated Is to prsvent bung of NdhWuel Was webandres nmN members only. Additional temporary and permanent bracing M(Tek• is always resulted for slabley and to prevent coeapsdweh possible personaliNtayand property damage. Forgenamiguidarsaregarerngthe febncagon, ndmge, dafrvary. erenion and boring ellmssm aM Wss syrteme.sea ANSMII strategy catada, DBBae and SCSI Building component 691 PaM1e Fan Blvd. Saferyleforreation avalabte ham Tells Nate Insured, 218 N. Lee stands. sued 312, Alesandda, VA22314. Temp., FL 311610 Job ruse Truss Type Oty Ply Saparcio T78T75335 J38807 ZHJ7T Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34945. i 2x4 = 15 NAILED NAKED 10 4x4 3.54 12 8.320 s NOV 19 2019 MITex IMUSMes. Ind. Wea Nov 2f 14:2a:U1 Zmt, NAILED NAILED SO cc 5 Scale=1.23.5 Plate Offsets (x Y)— 19:0-3-0,0-241 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. In (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.05 8-9 499 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.11 8-9 >999 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.32 Harz(CT) 0.02 7 n/a Na BCDL 10.0 Code FBC2017ITP12014 Mabix-MS Weight: 46 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SIG No.3 REACTIONS. (Ib/size) 6=57/10erhanical, 2=53310-10-15, 7=430/Mechanical Max Hoe 2=208(LC 24) Max Uplift 6=53(LC 8), 2=321(LC 8). 7=177(LC 8) FORCES. (lb) - Max. Comp tMax. Ten, -All forms 250 (lb) or less except when shaven. TOP CHORD 2-3=1020/257, 34=1367/465, 4-5=1367/517 BOTCHORD 2-10=371/979, 9-10=362/984,8-9-316/604 WEBS 3-10=261/150, 3-9=195/376, 5-9-289/852, 5-8=7281381 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10-5 ac pudins. BOTCHORD Rigid ceiling directly applied or 9-7-10 oo bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=B.Opsf, hat Off: B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Nord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss Connections. ' 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 6 except Ul=Ib) 2=321, 7=177. 8) "NAILED" indicates 3-1 Off (0.148x3") or2-12d (0.148"x3.25) toe -nails per NDS guldlines. 9) In the LOAD CASE(S) section, loads applied to the fees o1 the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead . Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=54, 10-11=20, 9-10=-20, 7-9=-20 Concentrated Loads (lb) Vert: 5=-163(F=81, 13=81) 14=32(F=16, 8=16) o VIER P. F,OA J% P�� p No 22839 V: a 9, Ar4Fz 0,F :Q/ O0R\�<f7 Wafter P. Ran PE No22839 MRek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL33610 Date: November 27,2019 ®WARNING andREADNOTES ON THIS AND INCLUDEDMrERREFERENCE PAGE M1llA7473.. 10.TV2016BEFORE USE aaaa �e Design valid for use anlywan MRekW wmlecbrs. We design is based orty Won paamelers shown, and is for an INIVIdual bolding W mp.ruer"ot �. a tmss system. Before use, me buVWng designermustvenyNe appersbWyofdesigm n ..are,, .,ad, bemte We dealgn lnla the overall �-�•YY bulldingdesign. BreeMgindkatedlstoprereNbudJupo(IndMdualWfewebendlmUammembers��ry. Motionallemporaryandpamanantbracing MjTek- Isaxvaysreeuired for stabley and to preverd collapsewke pose Ne personal b)uy and properly damage. FOrgenCnl We. regrading On. i fabrication. storage. debrery. erection and bracing ofWssea and Owe syneces.see ANSIM11 Ouolky Criteria, DSB49 and SCSI Building Component 6904 Peres Fast BM. Saferylnfmmollon av (fable ham Truss Plate inslsule,218 N. Lee S1reN. Suite 31Z Alexandria, VA 22314. Tampa, FL 36310 r Symbols PLATE LOCATION AND ORIENTATION HE 1�g�4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-31d' For x 2 orientation, locate plates 0- y4' from outside edge of truss. This symbol indicates the required direction of slots in Connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by textth in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSlrrPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System (6A-8 I dimensions shown lMs l eenth (Drawings not too scale) 1 2 3 TOP CHORDS 0 K O 2 U a O H 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek3 MiTek Engineering Reference Sheet MII-7473 rev. 101032015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVrPI 1. S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabdration. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no selling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cot or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unameplable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSIITPI 1 Quality Cnleda.